20071841 Ver 3_Stormwater Info_20100503

•
Storm Water Management Plan
Asheville Regional Airport West Side Development Area
Asheville Regional Airport
61 Terminal Drive, Smite 1
Fletcher, North Carolina 28732
Buncombe County
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1.40 3 2010
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Date: April 26, 2010
Submitted By: AVCON Engineers & Planners
Mallard Creek III, Suite 145
8604 Cliff Cameron Drive
Charlotte, North Carolina 28269
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Construction Sequence
•1. Begin Construction
2. Prior to commencing with clearing and grubbing activities the contractor shall install: construction entrance, silt
fence, temporary sediment traps, temporary diversions and temporary slope drains.
3. Construct embankment and install drainage structures and pipe.
4. Route runoff from drainage pipe to temporary sediment basins.
5. Stabilize slopes every 20 vertical feet of fill.
6. Construct Dry detention basins, level spreaders and grass channels and stabilize before allowing storm
drainage to enter basin.
7. Protect and maintain the basins, level spreaders and grass channels.
8. When fully stabilized route storm water to channels, basins and level spreaders.
Maintenance Plan
1. All erosion and sediment control practices will be checked for stability and operation following each rainfall ever
and no less than once every week.
10. Any needed repairs shall be made immediately to ensure continued function of all practices as designed.
3. All seeded areas (temporary and permanent) shall be re-seeded, fertilized and mulched as necessary,
according to the specifications provided in the vegetative plan.
4. Sediment shall be removed from all basins once one half of the storage volume has been used.
5. The rock weirs shall be cleaned and/or replaced with clean rock once sediment builds up and prevents proper
drainage from the b
6. Contractor to perform routine review of the silt fences to ensure proper function, fences to be cleaned once
sediment depth reaches 6".
U
Permit No.
(to be provided by DWQ)
_? oaD?Wn,FgpG
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
NCDENR p
401 CERTIFICATION APPLICATION FORM
DRY EXTENDED DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all the required information.
I. PROJECT INFORMATION
Project name Asheville Regional Airport - West Side Development Area
Contact person Mike Darcangelo
Phone number 704-954-9008
Date 26-Apr-10
Drainage area number 20 Pond #1
11. DESIGN INFORMATION
Site Characteristics
Drainage area 105.63 ft2
Impervious area 20.97 flz
% Impervious 0.20
Design rainfall depth 1.00 in
Peak Flow Calculations
1-yr, 24-hr rainfall depth 2.89 in
Rational C, pre-development 0.34 (unitiess)
Rational C, post-development 0.41 (unitless)
Rainfall intensity: )-yr, 24-hr storm 0.12 in/hr
Pre-development 1-yr, 24-hr peak flow 4.31 ft3/sec
Post-development 1-yr, 24-hr peak flow 5.20 fO/sec
Pre/Post 1-yr, 24-hr peak control 0.89 ft3/sec
Storage Volume: Non-SA Waters
Minimum required volume 87,349.00 ft3
Provided volume 218,755.00 ft3 OK
Sediment storage volume provided 54,689.00 ft3 OK
Storage Volume: SA Waters
1.5' runoff volume ft3
Pre-development 1-yr, 24-hr runoff volume ft
Post-development 1-yr, 24-hr runoff volume ft3
Minimum required volume ft3
Provided volume to
Sediment storage volume provided ft3
Basin Design Parameters
Drawdown time 5.00 days OK
SHWT elevation 2050.00 fmsl
Basin bottom elevation 2052.00 fmsl OK
Storage elevation 2055.40 fmsl
Basin side slopes 3.0 :1 OK
Top elevation 2060.00 fmsl OK
Freeboard provided 1.89 ft OK
Basin Bottom Dimensions
Basin length 372.00 ft
Basin width 179.00 It
Length to width ratio 2.00 :1 OK
Additional Information
Total runoff volume captured by basin 116.52 ac-in Forebay is required
Forebay provided y (Y or N)
Is basin in a recorded drainage easement? Y (Y or N) OK
Does basin capture all runoff at ultimate build-out? Y (Y or N) OK
Is a sediment depth indicator included? Y (Y or N) OK
Does the basin include a drain? Y (Y or N) OK
Form SW401-Dry Extended Detention Basin-Rev.3 Parts 1.8 II. Design Summary, Page 1 of 1
Permit No
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
C&I SW _ / -Sw3 1. Plans (1" 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
C1,tJ Sw 1 - Sw3 2. Plan details (1" = 30' or larger) for the bioretention cell showing:
Basin dimensions
Pretreatment system,
Maintenance access,
Outlet structure,
Overflow device,
Flow distribution detail for basin inflow, and
n Vegetation specifications.
l% Yt) W 3. Section view of the basin (1 20' or larger) showing:
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
C 6. A construction sequence that shows how the dry detention basin will be protected from sediment until the
entire drainage area is stabilized.
C l•? 7. The supporting calculations.
C 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
C kJ 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Dry Extended Detention Basin-Rev.3 Part III. Required Items Checklist, Page 1 of 1
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Dry Extended Detention Basin
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The dry extended detention basin system is defined as the dry detention basin, outlet
structure, pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
® does ? does not incorporate a vegetated filter at the outlet.
This system (check one):
® does ? does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- The drainage area will be managed to reduce the sediment load to the dry
extended detention basin.
- Immediately after the dry extended detention basin is established, the vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
- No portion of the dry extended detention pond will be fertilized after the first
initial fertilization that is required to establish the vegetation.
- I will maintain the vegetation in and around the basin at a height of
approximately six inches.
- Once a year, a dam safety expert will inspect the embankment.
After the dry extended detention basin is established, it will be inspected once a quarter
and within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in
a Coastal County). Records of operation and maintenance will be kept in a known set
location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
The entire BMP
The perimeter of the dry
extended detention
basin
Potential
Trash/ debris is present.
as of bare soil and/or
erosive gullies have formed.
How I will remediate the problen
Remove the trash/debris.
Regrade the soil if necessary to
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer anDlication_
Form SW401-Dry Detention O&M-Rev.3 Page 1 of 4
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged (if Unclog the pipe. Dispose of the
swale applicable). sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the Regrade the swale if necessary to
Swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated Search for the source of the
and reduced the depth to 75% sediment and remedy the problem if
of the original design depth possible. Remove the sediment and
(see diagram below). dispose of it in a location where it
will not cause impacts to streams or
the BUT,
Erosion has occurred or Provide additional erosion
riprap is displaced. protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticides are used, wipe
them on the plants rather than
spraying.'
The main treatment area Sediment has accumulated Search for the source of the
and reduced the depth to 75% sediment and remedy the problem if
of the original design depth possible. Remove the sediment and
(see diagram below). dispose of it in a location where it
will not cause impacts to streams or
the BMP. Revegetate disturbed
areas immediately with sod
(preferred) or seed protected with
securely staked erosion mat.
Water is standing more than Check outlet structure for clogging.
5 days after a storm event. If it is a design issue, consult an
appropriate professional.
Weeds and noxious plants are Remove the plants by hand or by
growing in the main wiping them with pesticide (do not
treatment area. spray).
Form SW401-Dry Detention O&M-Rev.3 Page 2 of 4
L
BASIN DIAGRAM
(fill in the blanks)
Temporary Pool Elevation 2056.3
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs or trees have started Remove shrubs or trees
to ow on the embankment. immediately,
Grass cover is unhealthy or Restore the health of the grass cover
eroding. - consult a professional if necessary.
Signs of seepage on the Consult a professional.
downstream face.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair,
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
The measuring device used to determine the sediment elevation shall be such that it will
give an accurate depth reading and not readily penetrate into accumulated sediments.
When the basin depth reads 2055.3 feet in the main pond, the sediment shall be
removed.
When the basin depth reads 2055.3 feet in the forebay, the sediment shall be removed.
Sediment Removal
Bottom
FOREBAY
Form SW401-Dry Detention O&M-Rev,3
ipor Pool emporar
- - - - -Sediment Removal Elevation 2055.3 - - - - - - - Volume
olume ------ Sediment
------ ------
Sediment
Storage
Bottom Elevation
25%
MAINPOND
Page 3 of 4
I
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: West Side Development Area
BMP drainage area number:
Print name: Lew Bleiweis AAE
Title: Airport Director
Address: 61 Terminal Drive Suite 1 Fletcher NC 28732
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, L- (I n N e u ?aJ?O , a Notary Public for the State of
N Q C rUl i ?10? , County of do hereby certify that
-Le-L,) ?'?? e I ti? IS personally appeared before me this day of 11 p r 'l U (0 , and acknowledge the due execution of the
forgoing dry detention basin maintenance requirements. Witness my hand and official
seal,
ELLEN HE OOD
NOTARY PUBLIC
HENDERSON COUNTY, NC
My Commission Expires 5.10.2014
SEAL
-FA t' ?' - N - -?- ?- ?-!
My commission expires 51 ob`?
Form SW401-Dry Detention O&M-Rev.3 Page 4 of 4
Date: y '?F- 1C)
Permit No
(to be provided by DWQ)
O?O? wAr?9?G
STORMWATER MANAGEMENT PERMIT APPLICATION FORM o
NCDENR 401 CERTIFICATION APPLICATION FORM
DRY EXTENDED DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all the required information.
L; PROJECT INFORMATION
Project name Asheville Regional Airport - West Side Development Area
Contact person Mike Darcangelo
Phone number 704-954-9008
Date 26-Apr-10
Drainage area number 21 Pond #2
111. DESIGN INFORMATION
Site Characteristics
Drainage area 33.26 fe
Impervious area 7.48 ff
% Impervious 0.22
Design rainfall depth 1.00 in
Peak Flow Calculations
1-yr, 24-hr rainfall depth 2.89 in
Rational C, pre-development 0.34 (unitless)
Rational C, post-development 0.41 (unitless)
Rainfall intensity: )-yr, 24-hr storm 0.12 in/hr
Pre-development 1-yr, 24-hr peak flow 1.36 ft3/sec
Post-development 1-yr, 24-hr peak flow 1.64 ft3/sec
Pre/Post 1-yr, 24-hr peak control 0.28 ft3/sec
Storage Volume: Non-SA Waters
Minimum required volume 30,099.00 ft3
Provided volume 30,914.00 ft3 OK
Sediment storage volume provided 7,729.00 ft3 OK
Storage Volume: SA Waters
1.5' runoff volume ft3
Pre-development 1-yr, 24-hr runoff volume ft3
Post-development 1-yr, 24-hr runoff volume ft3
Minimum required volume ff3
Provided volume ff
Sediment storage volume provided ft3
Basin Design Parameters
Drawdown time 2.00 days OK
SHWT elevation 2050.00 fmsl
Basin bottom elevation 2055.00 fmsl OK
Storage elevation 2056.30 fmsl
Basin side slopes 3.0 :1 OK
Top elevation 2060.00 fmsl OK
Freeboard provided 1.80 it OK
Basin Bottom Dimensions
Basin length 235.00 ft
Basin width 145.00 ft
Length to width ratio 1.60 :1 OK
Additional Information
Total runoff volume captured by basin 22.70 ac-in Forebay is required
Forebay provided y (Y or N)
Is basin in a recorded drainage easement? Y (Y or N) OK
Does basin capture all runoff at ultimate build-out? Y (Y or N) OK
Is a sediment depth indicator included? Y (Y or N) OK
Does the basin include a drain? Y (Y or N) OK
Form SW401-Dry Extended Detention Basin-Rev-3 Parts I. & II. Design Summary, Page 1 of 1
Permit No
(to be provided by DWQ)
Ill. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
Scvl -S/N3 1. Plans (1" 50' or larger) of the entire site showing:
Design at ultimate build-out,
- Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
- Pretreatment system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
- Boundaries of drainage easement.
S Gy r - fw3 2. Plan details (1' = 30' or larger) for the bioretention cell showing:
- Basin dimensions
Pretreatment system,
- Maintenance access,
- Outlet structure,
Overflow device,
Flow distribution detail for basin inflow, and
Vegetation specifications.
S 41) 3. Section view of the basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
C? 6. A construction sequence that shows how the dry detention basin will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations.
C W 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
C 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Dry Extended Detention Basin-Rev.3 Part III. Required Items Checklist, Page 1 of 1
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: West Side Development Area
BMP drainage area number: 3-0
Print name: Lew Bleiweis AAE
Title: Airport Director
Address: 61 Terminal Drive Suite 1 Fletcher NC 28732
Phone
Signat
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, L-7
M(-i N e i1 t?U D , a Notary Public for the State of
N0 6 V ( Aro n a- , County of He.rv, , t M, , do hereby certify that
Le- W YN e-i in f I S personally appeared before me this V41-
day of 10 (Q , and acknowledge the due execution of the
forgoing dry detention basin maintenance requirements. Witness my hand and official
seal,
ELLEN HEYWOOD
NOTARY PUBLIC
HENDERSON COUNTY, NC
My Commission Expires 5.10-2014
SEAL

My commission expires- S1 (( I I u
Form SW401-Dry Detention O&M-Rev.3 Page 4 of 4
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs or trees have started Remove shrubs or trees
to ow on the embankment. immediately,
Grass cover is unhealthy or Restore the health of the grass cover
eroding. - consult a professional if necessary.
Signs of seepage on the Consult a professional.
downstream face.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
The measuring device used to determine the sediment elevation shall be such that it will
give an accurate depth reading and not readily penetrate into accumulated sediments.
When the basin depth reads 2052.9 feet in the main pond, the sediment shall be
removed.
When the basin depth reads 2052.9 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
ill in the blanks)
Temporary Pool Elevation 2055.5
Sediment Removal
Bottom
052.9 Te por Pool emporM
- - - - - - - - - - - - - - *- - - olume Sediment Removal Elevation 2052.9 Volume
k2052 I 25% ------------------------------------------- -A------?
Sediment \ Bottom Elevation 2052 125%
Storage
FOREBAY MAINPOND
Form SW401-Dry Detention O&M-Rev.3 Page 3 of 4
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged (if Unclog the pipe. Dispose of the
swale applicable). sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the Regrade the swale if necessary to
swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated Search for the source of the
and reduced the depth to 75% sediment and remedy the problem if
of the original design depth possible. Remove the sediment and
(see diagram below). dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred or Provide additional erosion
riprap is displaced. protection such as reinforced turf
matting or riprap if needed to
Prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticides are used, wipe
them on the plants rather than
spraying.
The main treatment area Sediment has accumulated Search for the source of the
and reduced the depth to 75% sediment and remedy the problem if
of the original design depth possible. Remove the sediment and
(see diagram below). dispose of it in a location where it
will not cause impacts to streams or
the BMP. Revegetate disturbed
areas immediately with sod
(preferred) or seed protected with
securel staked erosion mat.
Water is standing more than Check outlet structure for clogging.
5 days after a storm event. If it is a design issue, consult an
a ro riate professional.
Weeds and noxious plants are Remove the plants by hand or by
growing in the main wiping them with pesticide (do not
treatment area. spray).
Form SW401-Dry Detention O&M-Rev.3 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Dry Extended Detention Basin
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The dry extended detention basin system is defined as the dry detention basin, outlet
structure, pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
® does ? does not incorporate a vegetated filter at the outlet.
This system (check one):
? does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- The drainage area will be managed to reduce the sediment load to the dry
extended detention basin.
- Immediately after the dry extended detention basin is established, the vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
- No portion of the dry extended detention pond will be fertilized after the first
initial fertilization that is required to establish the vegetation.
- I will maintain the vegetation in and around the basin at a height of
approximately six inches.
- Once a year, a dam safety expert will inspect the embankment.
After the dry extended detention basin is established, it will be inspected once a quarter
and within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in
a Coastal County). Records of operation and maintenance will be kept in a known set
location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/ debris is resent. Remove the trash/ debris.
The perimeter of the dry Areas of bare soil and/or Regrade the soil if necessary to
extended detention erosive gullies have formed. remove the gully, and then plant a
basin ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Form SW401-Dry Detention O&M-Rev.3 Page 1 of 4
NCDENR
?aOf W4A7- 9?
m (1"\11 Vl\ r
LJWL7l
o
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
I. PROJECT INFORMATION
Project name Asheville Regional Airport - West Side Development Area
Contact name Mike Darcangelo
Phone number 704-954-9008
Date April 26, 2010
Drainage area number 20
II. DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP Dry Extended Detention Basin
Drawdown flow from the BMP 0.58 cfs
For Level Spreaders Receiving Flow from the Drainage Area Do not complete this section of the worksheet.
Drainage area Do not complete this section of the worksheet.
Impervious surface area ft, Do not complete this section of the worksheet.
Percent impervious % Do not complete this section of the worksheet.
Rational C coefficient Do not complete this section of the worksheet.
Peak flow from the 1 in/hr storm cfs Do not complete this section of the worksheet.
Time of concentration min
Rainfall intensity, 10-yr storm in/hr Do not complete this section of the worksheet.
Peak flow from the 10-yr storm cfs Do not complete this section of the worksheet.
Where Does the Level Spreader Discharge?
To a grassed bioretention cell? (Y or N)
To a mulched bioretention cell? (Y or N)
To a wetland? Y (Y or N) Please complete filter strip characterization below.
To a filter strip or riparian buffer? (Y or N)
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass 30.00 ft
Width of dense ground cover ft
Width of wooded vegetation ft
Total width 30.00 ft
Elevation at downslope base of level lip 2,051.00 fmsl
Elevation at top of bank of the receiving water 2,050.00 fmsl
Slope (from level lip to to top of bank) 3.33 % OK
Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area sq ft No forebay is needed.
Feet of level lip needed per cfs 13 ft/cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? (Y or N)
Length based on the 10-yr storm? (Y or N)
Length based on the BMP discharge rate? Y (Y or N)
Design flow 10.00 cfs
Is a bypass device provided? Y (Y or N) OK
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 2
Length of the level lip 100.00 ft
Are level spreaders in series? N (Y or N)
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland? N (Y or N)
Does the channel enter the stream at an angle? Y (Y or N)
Dimensions of the channel (see diagram below):
M 5.00 ft
B 4.00 ft
W 24.00 ft
y 2.00 ft
Peak velocity in the channel during the 10-yr storm 0.00 cfs
Channel lining material NAG SC250
#VALUE!
t w t

i ?
t ? y ? 1
M M
1 B 1
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2
Ill. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
I YV
b wJ -S413 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
C sW I SW 3 2. Plan details (1" = 30' or larger) for the level spreader showing:
Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out.
LU 3 3. Section view of the level spreader (1" = 20' or larger) showing:
Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
r? 4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
C 5. A construction sequence that shows how the level spreader will be protected from sediment until the
entire drainage area is stabilized.
C 6. The supporting calculations.
C 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
8. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 1 of 1
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WDENR ?Cil
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
L 'PROJECT'INFORMATION
Project name Asheville Regional Airport - West Side Development Area
Contact name Mike Darcangelo
Phone number 704-954-9008
Date April 26, 2010
Drainage area number 5
11.''DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP Dry Extended Detention basin
Drawdown flow from the BMP 0.18 cis
For Level Spreaders Receiving Flow from the Drainage Area Do not complete this section of the worksheet.
Drainage area ftz Do not complete this section of the worksheet.
Impervious surface area f? Do not complete this section of the worksheet.
Percent impervious % Do not complete this section of the worksheet.
Rational C coefficient Do not complete this section of the worksheet.
Peak flow from the 1 in/hr storm cis Do not complete this section of the worksheet.
Time of concentration min
Rainfall intensity, 10-yr storm in/hr Do not complete this section of the worksheet.
Peak flow from the 10-yr storm cis Do not complete this section of the worksheet.
Where Does the Level Spreader Discharge?
To a grassed bioretention cell? (Y or N)
To a mulched bioretention cell? (Y or N)
To a wetland? (Y or N)
To a filter strip or riparian buffer? Y (Y or N) Please complete filter strip characterization below.
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass 30.00 ft
Width of dense ground cover It
Width of wooded vegetation It
Total width 30.00 ft
Elevation at downslope base of level lip 2,054.00 fmsl
Elevation at top of bank of the receiving water 2,054.00 fmsl
Slope (from level lip to to top of bank) 0.00 % OK
Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area sq ft No forebay is needed.
Feet of level lip needed per cis 13 ft/cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? (Y or N)
Length based on the 10-yr storm? (Y or N)
Length based on the BMP discharge rate? Y (Y or N)
Design flow 10.00 cfs
Is a bypass device provided? Y (Y or N) OK
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and Ii. Design Summary, page 1 of 2
Length of the level lip 100.00 ft
Are level spreaders in series? N (Y or N)
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland? N (Y or N)
Does the channel enter the stream at an angle? Y (Y or N)
Dimensions of the channel (see diagram below):
M 5.00 ft
B 4.00 ft
W 24.00 ft
y 2.00 ft
Peak velocity in the channel during the 10-yr storm 5.85 cfS
Channel lining material NAG SC250
#VALUE!
*_ \l/ 1

1--------- y
M
1 B 1
1
M
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev-5 Parts I. and !I. Design Summary, page 2 of 2
Ill. REQUIRED ITEMS' CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
s ?? W i -$w3 1. Plans (1 " - 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
S`? t _S3 2. Plan details (1" = 30' or larger) for the level spreader showing:
Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out.
c w s w 3 3. Section view of the level spreader (1" = 20' or larger) showing:
Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
C w 4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
C 5. A construction sequence that shows how the level spreader will be protected from sediment until the
entire drainage area is stabilized.
6. The supporting calculations.
C 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
8. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 1 of 1

0
0
LFKWJ
AARA
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must also be filled out printed and submitted along with all of the required information.
1. PROJECT INFORMATION
Project name Asheville Regional Airport - West Side Development Area
Contact name Mike Darcangelo
Phone number 704-954-9006
Date April 26, 2010
Drainage area number 2-H Grass Channel #2
II DESIGN INFORMATION
Site Characteristics
Drainage area 108,029.00 f 2
Impervious area 39,190.00 fe
Percent impervious 36.3% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 0.73 in
10-yr storm intensity 6.19 in/hr
Post-development 10-yr storm peak flow 8.99 ft3/sec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 4.50 ftlsec
Soil characteristics (enter Y below)
Sand/silt (easily erodible) X
Clay mix (erosion resistant)
Grass Type (enter Y below)
Bermuda
Tall fescue x
Bahiagrass
Kentucky bluegrass
Grass-legume mixture
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length It
Option 2: Conveyance Swale Seeking Pollutant Credit Y (Y or N)
Maximum velocity for 10-yr storm 0.91 fVsec OK
Side slopes 5.00 :1 OK
Swale length 200.00 ft OK
Swale Characteristics
Swale Shape: Enter an Y in the appropriate cell below:
Trapezoidal X
Parabolic
V-shaped
Width of the bottom of the Swale 5.00 ft
Width of the top of the Swale 25.00 It
Additional Information
Is the Swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)? Y (Y or N) OK
What is the distance from the bottom of the swale to the SHWT? 8.00 ft OK
What is the ground level elevation? 2,060.00 fmsl
What is the elevation of the bottom of the Swale? 2,058.00 fmsl
What is the SHWT elevation? 2,050.00 fmsl
What is the longitudinal slope of the Swale? 0.05% OK
What is the depth of freeboard? 1.00 It OK
Form SW401-Grassed Swale-Rev.3
Parts I and II. Project Design Summary, Page 1 of 1
Permit Number.
(to be provided by DWQ)
o?oF wn rFS pG
o
Permit No:
(to be assigned by DWQ)
111. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package
will result in a request for additional information. This will delay final review and approval of the project. Initial in the space
provided to indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below.
If a requirement has not been met, attach justification.
Initials Page/ Plan
Sheet No.
i? ws l ?Sw3 1. Plans (1" = 50' or larger) of the entire site showing:
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Swale dimensions (width, length, depth),
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Grass species, and
Boundaries of drainage easement.
C f v SWl JW3
"
'
or larger) for the grassed swale showing:
2. Plan details (1
= 50
- Swale dimensions (width, length, depth),
Maintenance access,
Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Grass species,
Off-site drainage (if applicable),and
Boundaries of drainage easement.
C-Iti Sw 3 3. Section view of the grassed swale (1" = 20' or larger) showing:
- Side slopes,
- Longitudinal slope,
Freeboard
- Swale dimensions, and
- SHWT level(s)
L V_" 4. Supporting calculations (including maximum velocity calculations for applicable storms)
C W 5. A copy of the signed and notarized operation and maintenance (0&M) agreement.
6. A copy of the deed restrictions (if required).
C\A/M4_r_roo?o.l C.•ioln_Dcv Z D.,.+ n? o.,,... ? s a
Permit Number.
(to be provided by DWQ)
&TyA
NCDENR STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must also be filled out printed and submitted along with all of the required information.
L : PROJECT INFORMATION "
Project name Asheville Regional Airport - West Side Development Area
Contact name Mike Darcangelo
Phone number 704-954-9008
Date April 26, 2010
Drainage area number
- 7-A Grass Channel #1
VIAN
SIGN INFORMATION
Site Characteristics
Drainage area 94,961.00 f?
Impervious area 4,792.00 ftz
Percent impervious 5.0% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 0.94 in
10-yr storm intensity 5.74 in/hr
Post-development 10-yr storm peak flow 3.89 ft3isec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 4.50 ft/sec
Soil characteristics (enter'x' below)
Sand/silt (easily erodible) x
Clay mix (erosion resistant)
Grass Type (enter 'x' below)
Bermuda
Tall fescue x
Bahiagrass
Kentucky bluegrass
Grass-legume mixture
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length ft
Option 2: Conveyance Swale. Seeking Pollutant Credit Y (Y or N)
Maximum velocity for 10-yr storm 0.92 fl/sec OK
Side slopes 5.00 :1 OK
Swale length 200.00 it OK
Swale Characteristics
Swale Shape: Enter an 'x' in the appropriate cell below:
Trapezoidal X
Parabolic
V-shaped
Width of the bottom of the swale 20.00 ft
Width of the top of the swale 30.00 ft
Additional Information
Is the swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)? Y (Y or N) OK
What is the distance from the bottom of the Swale to the SHAT? 2.00 ft OK
What is the ground level elevation? 2,053.00 fmsl
What is the elevation of the bottom of the Swale? 2,052.00 fmsl
What is the SHWT elevation? 2,050.00 fmsl
What is the longitudinal slope of the swale? 0.50% OK
What is the depth of freeboard? 0.80 If OK
o`??? W a r?9??
O r
Form SW401-Grassed Swale-Rev.3 Parts I and 11. Project Design Summary, Page 1 of 1
Permit No:
(to be assigned by DWQ)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package
will result in a request for additional information. This will delay final review and approval of the project. Initial in the space
provided to indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below.
If a requirement has not been met, attach justification.
Initials Page/ Plan
Sheet No.
Cw S 1. Plans (1" = 50' or larger) of the entire site showing:
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Swale dimensions (width, length, depth),
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Grass species, and
- Boundaries of drainage easement.
G? S W? S w3 2. Plan details (1" = 50' or larger) for the grassed swale showing:
- Swale dimensions (width, length, depth),
- Maintenance access,
Proposed drainage easement and public right of way (ROW),
Design at ultimate build-out,
- Grass species,
- Off-site drainage (if applicable),and
- Boundaries of drainage easement.
G ko Sw3 3. Section view of the grassed swale (1" = 20' or larger) showing:
- Side slopes,
- Longitudinal slope,
Freeboard
Swale dimensions, and
SHWT level(s)
_ 4. Supporting calculations (including maximum velocity calculations for applicable storms)
C w 5. A copy of the signed and notarized operation and maintenance (0&M) agreement.
6. A copy of the deed restrictions (if required).
Permit Name:
(to be provided by DWQ)
Drainage Area Number:
Grassed Swale Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- The drainage area of the grassed swale will be carefully managed to reduce the
sediment load to the grassed swale.
- After the first-time fertilization to establish the grass in the swale, fertilizer will
not be applied to the grassed swale.
The grassed swale will be inspected once a quarter. Records of operation and
maintenance will be kept in a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire length of the Trash/ debris is present. Remove the trash/ debris.
swale
Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then re-sod
(or plant with other appropriate
species) and water until established.
Provide lime and a one-time
fertilizer application.
Sediment covers the grass at Remove sediment and dispose in an
the bottom of the swale. area that will not impact streams or
BMPs. Re-sod if necessary.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
Form SW401-Grassed Swale O&M-Rev.3 Page 1 of 2
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: West Side Development Area
BMP drainage area number:
Print name: Lew Bleiweis AAE
Title: Airport Director
Address: 61 Terminal Drive Suite 1 Fletcher. NC 28732
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, E? 1 u, gm ?,J09 ,? , a Notary Public for the State of
W w+? 40 i nA- , County of ?.erk ?! f D , do hereby certify that
?? I e I h rC 1 S personally appeared before me this J? k
day of Geri' , ?J)tOand acknowledge the due execution of the
forgoing grassed swale maintenance requirements. Witness my hand and official seal,
ELLEN HEYWOOD
NOTARY PUBLIC
HENDERSON COUNTY, NC
My Commission Expires 510.2014
SEAL

My commission expires_
Form SW401-Grassed Swale O&M-Rev.3 Page 2 of 2
Date: - its
Hyd rog ra p h Summary Re pRytl aflow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
Peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
Description
1 Rational 31.79 1 64 122,069 ------ -- ----- 1-A
2 Rational 2.709 1 35 5,690 --- ---- ----- 1-13
3 Rational 3.463 1 29 6,026 -- -- ----- ---- 1-C
4 Rational 3.955 1 22 5,220 ---- ---- ----- 1-D
5 Rational 6.885 1 26 10,741 --- ---- ----- 1-E
6 Rational 1.098 1 18 1,185 ----- ---- 3-A
7 Rational 2.291 1 20 2,750 ------ ---- ----- 3-13
8 Rational 1.601 1 23 2,209 ------ ----- --- 3-C
9 Rational 1.628 1 23 2,247 ------ -- ---- 3-D
10 Rational 1.628 1 23 2,247 ------ 3-E
11 Rational 1.666 1 23 2,299 ---- --- ---- 3-F
12 Rational 2.326 1 5 698 ---- -- --- 3-G
13 Rational 3.563 1 5 1,069 - -- --- --- 3-H
14 Rational 4.575 1 6 1,647 --- --- ----- 3-1
15 Rational 5.754 1 6 2,072 3-J
16 Rational 5.000 1 6 1,800 ---- -- --- 3-K
17 Rational 17.12 1 5 5,136 --- -- ---- 3-L
18 Rational 5.196 1 5 1,559 --- -- ---- 3-M
19 Rational 3.842 1 8 1,844 ---- ----- --- 3-N
20 Rational 2.078 1 5 623 ---- -- --- 3-0
21 Rational 3.612 1 5 1,084 ------ 3-P
22 Rational 0.745 1 51 2,279 --- ----- ----- 3-Q
23 Rational 19.86 1 26 30,975 ----- ---- ---- 2-A
24 Rational 1.474 1 21 1,857 ------ ----- ---- 2-13
25 Rational 1.260 1 21 1,588 ---- ---- 2-C
26 Rational 0.662 1 21 834 ---- -- ---- 2-D
27 Rational 0.676 1 19 771 --- --- --- 2-E
28 Rational 1.633 1 26 2,548 ---- ---- ---- 2-F
29 Rational 8.564 1 11 5,652 -- -- --- 2-G
30 Rational 0.744 1 8 357 -- -- -- 2-H
31 Rational 1.863 1 5 559 --- ---- --- 2-1
32 Rational 1.138 1 5 341 -- ------ ----- 4-A
33 Rational 0.445 1 5 134 --- - -- -- 4_g
Area 4 Hydrographs 4.21.2010.gpw Return Period: 2 Year Sunday, Apr 25, 2010
Hyd rog ra p h Summary Re pQya aflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
Peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
Description
34 Rational 0.495 1 5 148 -- -- ---- 4-C
35 Rational 0.148 1 5 45 4-D
36 Rational 0.370 1 5 111 ---- ---- --- 4-E
37 Rational 0.625 1 5 188 -- ---- ----- 4-F
38 Rational 0.715 1 5 214 --- --- ----- 4-G
39 Rational 0.766 1 5 230 --- ---- ---- 4-H
40 Rational 0.930 1 5 279 --- ----- --- 4-1
41 Rational 0.544 1 5 163 --- ---- 4-J
42 Rational 2.432 1 29 4,231 --- --- ------ 5
43 Rational 0.582 1 51 1,780 -- ---- ---- 6
44 Rational 1.012 1 9 546 ---- --- ---- 7-A
45 Rational 1.987 1 12 1,431 ---- --- --- 7-13
46 Rational 3.835 1 11 2,531 ---- --- 8
47 Rational 2.007 1 9 1,084 --- -- ---- 9
48 Rational 5.030 1 22 6,640 ---- -- -- 10-A
49 Rational 20.43 1 25 30,646 ---- -- --- 10-B
50 Rational 58.63 1 68 239,191 - - ---- --- pond 2
51 Rational 30.79 1 30 55,421 ----- ---- pond l
Area 4 Hydrographs 4.21.2010.gpw Return Period: 2 Year Sunday, Apr 25, 2010
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 1
1-A
Hydrograph type = Rational Peak discharge = 31.79 cfs
Storm frequency = 2 yrs Time to peak = 64 min
Time interval = 1 min Hyd. volume = 122,069 cuft
Drainage area = 63.050 ac Runoff coeff. = 0.35*
Intensity = 1.441 in/hr Tc by TR55 = 64.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
Composite (Area/C) = [(36.550 x 0.24) + (4.830 x 0.95) + (20.880 x 0.40) + (0.790 x 0.60)] / 63.050
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00 -
5.00 -
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 " ' ' ' i I I I I I I I Xj 0.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130
Time (min)
Hyd No. 1
1-A
Hyd. No. 1 -- 2 Year
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2010 by Autodesk, Inc. v9.25
Hyd. No. 1
1-A
Description
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
A
= 0.011
= 84.7
= 3.47
= 1.88
= 1.04
= 3002.21
= 0.94
= Unpaved
=1.57
= 31.94
= 0.00
= 0.00
= 0.00
= 0.015
=0.00
B
0.240
215.3
3.47
1.23
+ 30.74
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
Totals
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n-value
Velocity (ft/s)
0.00
0.00
0.00
0.00
0.015
31.78
31.94
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 64.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 2
1-B
Hydrograph type = Rational Peak discharge = 2.709 cfs
Storm frequency = 2 yrs Time to peak = 35 min
Time interval = 1 min Hyd. volume = 5,690 cuft
Drainage area = 4.130 ac Runoff coeff. = 0.3*
Intensity = 2.187 in/hr Tc by TR55 = 35.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(3.740 x 0.24) + (0.060 x 0.60) + (0.329 x 0.95)] / 4.130
Q (cfs)
3.00
2.00
1.00
1-B
Hyd. No. 2 -- 2 Year
0.00 " '
0 10
Hyd No. 2
ill
20 30 40 50 60
Q (cfs)
3.00
2.00
1.00
-N 0.00
70
Time (min)
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 2
1-B
Description A B C Totals
Sheet Flow
Manning's n-value = 0.011 0.240 0.011
Flow length (ft) = 98.5 202.0 0.0
Two-year 24-hr precip. (in) = 3.47 3.47 0.00
Land slope (%) = 1.00 1.48 0.00
Travel Time (min) = 1.52 + 27.13 + 0.00 = 28.64
Shallow Concentrated Flow
Flow length (ft) = 758.14 0.00 0.00
Watercourse slope (%) = 1.67 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =2.09 0.00 0.00
Travel Time (min) = 6.06 + 0.00 + 0.00 = 6.06
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 35.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 3
1-C
Hydrograph type = Rational Peak discharge = 3.463 cfs
Storm frequency = 2 yrs Time to peak = 29 min
Time interval = 1 min Hyd. volume = 6,026 cuft
Drainage area = 4.540 ac Runoff coeff. = 0.31*
Intensity = 2.461 in/hr Tc by TR55 = 29.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
" Composite (Area/C) = [(4.080 x 0.24) + (0.460 x 0.95)] / 4.540
1-C
Q (cfs) Hyd. No. 3 -- 2 Year
4.00
3.00
2.00
1.00
0.00

Q (cfs)
4.00
3.00
2.00
1.00
0 00
0 10 20 30 40 50 60
- Hyd No. 3 Time (min)
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@ 2010 by Autodesk, Inc. v9.25
Hyd. No. 3
1-C
DescriRtion
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n-value
Velocity (ft/s)
A
= 0.011
= 112.2
= 3.47
= 1.59
= 1.40
= 576.24
= 1.80
= Unpaved
=2.16
= 4.44
= 20.00
= 32.65
= 0.53
= 0.027
=2.89
B
0.240
187.8
3.47
2.07
+ 22.38
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
Totals
0.00
= 23.78
= 4.44
0.00
Flow length (ft) ({0})198.1 0.0 0.0
Travel Time (min) = 1.14 + 0.00 + 0.00 = 1.14
Total Travel Time, Tc .............................................................................. 29.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 4
1-D
Hydrograph type = Rational Peak discharge = 3.955 cfs
Storm frequency = 2 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 5,220 cuft
Drainage area = 3.420 ac Runoff coeff. = 0.4*
Intensity = 2.891 in/hr Tc by TR55 = 22.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.772 x 0.95) + (2.650 x 0.24)] / 3.420
Q (cfs)
4.00
3.00
2.00
1.00
1-D
Hyd. No. 4 -- 2 Year
Q (cfs)
4.00
3.00
2.00
1.00
0.00 "' ' ' ' ' ' ' ' I I I I I I I I I I I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time (min)
Hyd No. 4
1.
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25
Hyd. No. 4
1-D
Description
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
A
= 0.011
= 108.7
= 3.47
= 1.73
= 1.32
= 82.87
= 2.10
= Unpaved
=2.34
= 0.59
= 0.00
= 0.00
= 0.00
= 0.015
=0.00
B
0.240
191.3
3.47
2.94
+ 19.74
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
Totals
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n-value
Velocity (ft/s)
0.00
0.00
0.00
0.00
0.015
21.06
= 0.59
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 22.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 5
1-E
Hydrograph type = Rational Peak discharge = 6.885 cfs
Storm frequency = 2 yrs Time to peak = 26 min
Time interval = 1 min Hyd. volume = 10,741 cuft
Drainage area = 7.280 ac Runoffcoeff. = 0.36*
Intensity = 2.627 in/hr Tc by TR55 = 26.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(6.075 x 0.24) + (1.205 x 0.95)] / 7.280
Q (cfs)
7.00
6.00
5.00 -
4.00 -
3.00 -
2.00 -
1.00 -
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00 IE ' ' ' ' ' ' I I I I I I I I I I I I I I I I I I I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52
Time (min)
Hyd No. 5
1-E
Hyd. No. 5 -- 2 Year
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2010 by Autodesk, Inc. v9.25
Hyd. No. 5
1-E
Description A B C Totals
Sheet Flow
Manning's n-value = 0.011 0.240 0.011
Flow length (ft) = 102.0 188.0 0.0
Two-year 24-hr precip. (in) = 3.47 3.47 0.00
Land slope (%) = 1.66 2.81 0.00
Travel Time (min) = 1.27 + 19.82 + 0.00 = 21.09
Shallow Concentrated Flow
Flow length (ft) = 511.65 0.00 0.00
Watercourse slope (%) = 1.10 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =1.69 0.00 0.00
Travel Time (min) = 5.04 + 0.00 + 0.00 = 5.04
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 26.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3136 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 6
3-A
Hydrograph type = Rational Peak discharge = 1.098 cfs
Storm frequency = 2 yrs Time to peak = 18 min
Time interval = 1 min Hyd. volume = 1,185 cuft
Drainage area = 0.620 ac Runoff coeff. = 0.55*
Intensity = 3.219 in/hr Tc by TR55 = 18.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.270 x 0.95) + (0.350 x 0.24)] / 0.620
Q (cfs)
2.00
1.00
Q (cfs)
2.00
1.00
0.00 K i i I I I I I I I I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36
Time (min)
®® Hyd No. 6
3-A
Hyd. No. 6 -- 2 Year
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 6
3-A
Description A
Sheet Flow
Manning's n-value = 0.01'
Flow length (ft) = 85.4
Two-year 24-hr precip. (in) = 3.47
Land slope (%) = 2.58
Travel Time (min) = 0.93
Shallow Concentrated Flow
Flow length (ft) = 0.00
Watercourse slope (%) = 0.00
Surface description = Pavel
Average velocity (ft/s) =0.00
Travel Time (min) = 0.00
Channel Flow
X sectional flow area (sqft) = 0.00
Wetted perimeter (ft) = 0.00
Channel slope (%) = 0.00
Manning's n-value = 0.015
Velocity (ft/s) =0.00
B C Totals
0.240 0.011
175.9 0.0
3.47 0.00
3.59 0.00
+ 17.04 + 0.00 = 17.97
0.00 0.00
0.00 0.00
Paved Paved
0.00 0.00
+ 0.00 + 0.00 = 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.015 0.015
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 18.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2010 by Autodesk, Inc. v9.25
Hyd. No. 7
3-B
Hydrograph type = Rational Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 2.090 ac Runoffcoeff.
Intensity = 3.045 in/hr Tc by TR55
OF Curve = Asheville.IDF Asc/Rec limb fact
Sunday, Apr 25, 2010
= 2.291 cfs
= 20 min
= 2,750 cuft
= 0.36*
= 20.00 min
= 1/1
" Composite (Area/C) = [(1.730 x 0.24) + (0.360 x 0.95)] 12.090
Q (cfs)
3.00
2.00
1.00
Q (cfs)
3.00
2.00
1.00
0.00 hr I i i i i i i i i i i i i i i i i N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Hyd No. 7 Time (min)
3-B
Hyd. No. 7 -- 2 Year
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 7
3-B
Description A B C Totals
Sheet Flow
Manning's n-value = 0.011 0.240 0.011
Flow length (ft) = 103.6 196.4 0.0
Two-year 24-hr precip. (in) = 3.47 3.47 0.00
Land slope (%) = 2.58 3.59 0.00
Travel Time (min) = 1.08 + 18.61 + 0.00 = 19.69
Shallow Concentrated Flow
Flow length (ft) = 0.00 0.00 0.00
Watercourse slope (%) = 0.00 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Channel Flow
X sectional flow area (sqft) = 20.00 0.00 0.00
Wetted perimeter (ft) = 32.65 0.00 0.00
Channel slope (%) = 0.98 0.00 0.00
Manning's n-value = 0.027 0.015 0.015
Velocity (ft/s) =3.93
0.00
0.00
Flow length (ft) ({0})184.0 0.0 0.0
Travel Time (min) = 0.78 + 0.00 + 0.00 = 0.78
Total Travel Time, Tc .............................................................................. 20.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 8
3-C
Hydrograph type = Rational Peak discharge = 1.601 cfs
Storm frequency = 2 yrs Time to peak = 23 min
Time interval = 1 min Hyd. volume = 2,209 cuft
Drainage area = 1.720 ac Runoff coeff. = 0.33*
Intensity = 2.820 in/hr Tc by TR55 = 23.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
" Composite (Area/C) = [(1.497 x 0.24) + (0.223 x 0.95)] / 1.720
Q (cfs)
2.00
1.00
Q (cfs)
2.00
1.00
0.00 It I I I I I I I I I I I I 1 I I I I I 1 1 I I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Hyd No. 8 Time (min)
3-C
Hyd. No. 8 - 2 Year
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25
Hyd. No. 8
3-C
Description A B C Totals
Sheet Flow
Manning's n-value = 0.011 0.240 0.011
Flow length (ft) = 73.0 213.0 0.0
Two-year 24-hr precip. (in) = 3.47 3.47 0.00
Land slope (%) = 1.61 3.00 0.00
Travel Time (min) = 0.99 + 21.34 + 0.00 = 22.32
Shallow Concentrated Flow
Flow length (ft) = 0.00 0.00 0.00
Watercourse slope (%) = 0.00 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Channel Flow
X sectional flow area (sqft) = 20.00 0.00 0.00
Wetted perimeter (ft) = 32.65 0.00 0.00
Channel slope (%) = 0.80 0.00 0.00
Manning's n-value = 0.027 0.015 0.015
Velocity (ft/s) =3.55
0.00
0.00
Flow length (ft) ({0})200.0 0.0 0.0
Travel Time (min) = 0.94 + 0.00 + 0.00 = 0.94
Total Travel Time, Tc ....................................... ....................................... 23.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 9
3-D
Hydrograph type = Rational Peak discharge = 1.628 cfs
Storm frequency = 2 yrs Time to peak = 23 min
Time interval = 1 min Hyd. volume = 2,247 cuft
Drainage area = 1.750 ac Runoff coeff. = 0.33*
Intensity = 2.820 in/hr Tc by TR55 = 23.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(1.520 x 0.24) + (0.230 x 0.95)] / 1.750
Q (cfs)
2.00
1.00
Q (cfs)
2.00
1.00
0.00 -I" . . . . . . . . I I I I I I I I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Hyd No. 9 Time (min)
3-D
Hyd. No. 9 -- 2 Year
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 9
3-D
Description A B C Totals
Sheet Flow
Manning's n-value = 0.011 0.240 0.011
Flow length (ft) = 73.0 213.0 0.0
Two-year 24-hr precip. (in) = 3.47 3.47 0.00
Land slope (%) = 1.61 3.00 0.00
Travel Time (min) = 0.99 + 21.34 + 0.00 = 22.32
Shallow Concentrated Flow
Flow length (ft) = 0.00 0.00 0.00
Watercourse slope (%) = 0.00 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Channel Flow
X sectional flow area (sqft) = 20.00 0.00 0.00
Wetted perimeter (ft) = 32.65 0.00 0.00
Channel slope (%) = 0.80 0.00 0.00
Manning's n-value = 0.027 0.015 0.015
Velocity (ft/s) =3.55
0.00
0.00
Flow length (ft) ({0})200.0 0.0 0.0
Travel Time (min) = 0.94 + 0.00 + 0.00 = 0.94
Total Travel Time, Tc .............................................................................. 23.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3138 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 10
3-E
Hydrograph type = Rational Peak discharge = 1.628 cfs
Storm frequency = 2 yrs Time to peak = 23 min
Time interval 1 min Hyd. volume = 2,247 cuft
Drainage area = 1.750 ac Runoff coeff. = 0.33*
Intensity = 2.820 in/hr Tc by TR55 = 23.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(1.497 x 0.24) + (0.223 x 0.95)] / 1.750
Q (cfs)
2.00
1.00
Q (cfs)
2.00
1.00
0.00 I' ' ' ' ' ' I I I I I I I I I I I I I I I I I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Hyd No. 10 Time (min)
3-E
Hyd. No. 10 -- 2 Year
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 10
3-E
Description
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n-value
Velocity (ft/s)
A
= 0.011
= 73.0
= 3.47
= 1.61
= 0.99
= 0.00
= 0.00
= Paved
=0.00
= 0.00
= 20.00
= 32.65
= 0.80
= 0.027
=3.55
B
0.240
213.0
3.47
3.00
+ 21.34
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
Totals.
22.32
= 0.00
0.00
Flow length (ft) ({0})200.0 0.0 0.0
Travel Time (min) = 0.94 + 0.00 + 0.00 = 0.94
Total Travel Time, Tc .............................................................................. 23.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 11
3-F
Hydrograph type = Rational Peak discharge = 1.666 cfs
Storm frequency = 2 yrs Time to peak = 23 min
Time interval = 1 min Hyd. volume = 2,299 cuft
Drainage area = 1.790 ac Runoff coeff. = 0.33*
Intensity = 2.820 in/hr Tc by TR55 = 23.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(1.560 x 0.24) + (0.230 x 0.95)] / 1.790
Q (cfs)
2.00
1.00
Q (cfs)
2.00
1.00
0.00 IF I I I I I I I I I I I I I I I I I I I I I I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Hyd No. 11 Time (min)
3-F
Hyd. No. 11 -- 2 Year
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2010 by Autodesk, Inc. v9.25
Hyd. No. 11
3-F
Description A B C Totals
Sheet Flow
Manning's n-value = 0.011 0.240 0.011
Flow length (ft) = 73.0 213.0 0.0
Two-year 24-hr precip. (in) = 3.47 3.47 0.00
Land slope (%) = 1.61 3.00 0.00
Travel Time (min) = 0.99 + 21.34 + 0.00 = 22.32
Shallow Concentrated Flow
Flow length (ft) = 0.00 0.00 0.00
Watercourse slope (%) = 0.00 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Channel Flow
X sectional flow area (sqft) = 20.00 0.00 0.00
Wetted perimeter (ft) = 32.65 0.00 0.00
Channel slope (%) = 0.80 0.00 0.00
Manning's n-value = 0.027 0.015 0.015
Velocity (ft/s) =3.55
0.00
0.00
Flow length (ft) ({0})200.0 0.0 0.0
Travel Time (min) = 0.94 + 0.00 + 0.00 = 0.94
Total Travel Time, Tc .............................................................................. 23.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 12
3-G
Hydrograph type = Rational Peak discharge = 2.326 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 698 cuft
Drainage area = 0.470 ac Runoff coeff. = 0.95*
Intensity = 5.209 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.470 x 0.95)] / 0.470
3-G
Q (cfs)
Hyd. No. 12 -- 2 Year
3.00
2.00

1.00
0 00
Q (cfs)
3.00
2.00
1.00
0 00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 12 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 13
3-H
Hydrograph type = Rational Peak discharge = 3.563 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 1,069 cuft
Drainage area = 0.720 ac Runoff coeff. = 0.95*
Intensity = 5.209 in/hr Tc by TR55 = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.720 x 0.95)] / 0.720
3-H
Q (cfs) Hyd. No. 13 -- 2 Year
4.00
3.00
2.00
1.00
Q (cfs)
4.00
3.00
2.00
1.00
0.00 It I i I I I I N 0.00
0 1 2 3 4 5 6 7 8 9 10
Time (min)
Hyd No. 13
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2010 by Autodesk, Inc. v9.25
Hyd. No. 13
3-H
Description
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n-value
Velocity (ft/s)
A
= 0.011
= 250.0
= 3.47
= 1.28
= 2.90
= 150.00
= 0.37
= Paved
=1.24
= 2.02
= 0.00
= 0.00
= 0.00
= 0.015
=0.00
B
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
Totals
0.00
2.90
2.02
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 5.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 14
3-1
Hydrograph type = Rational Peak discharge = 4.575 cfs
Storm frequency = 2 yrs Time to peak = 6 min
Time interval = 1 min Hyd. volume = 1,647 cuft
Drainage area = 0.970 ac Runoff coeff. = 0.95*
Intensity = 4.965 in/hr Tc by TR55 = 6.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
" Composite (Area/C) = [(0.970 x 0.95)] / 0.970
3-1
Q (cfs) Hyd. No. 14 -- 2 Year
5.00
4.00
3.00
2.00
1.00
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 -K I I i I I I N 0 00
0 1 2 3 4 5 6 7
Hyd No. 14
8 9 10 11 12
Time (min)
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 14
3-1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.011 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.47 0.00 0.00
Land slope (%) = 1.28 0.00 0.00
Travel Time (min) = 3.35 + 0.00 + 0.00 = 3.35
Shallow Concentrated Flow
Flow length (ft) = 27.00 150.00 0.00
Watercourse slope (%) = 1.28 0.37 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =2.30 1.24 0.00
Travel Time (min) = 0.20 + 2.02 + 0.00 = 2.22
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ............. ............................................... .................. 6.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 15
3-J
Hydrograph type = Rational Peak discharge = 5.754 cfs
Storm frequency = 2 yrs Time to peak = 6 min
Time interval = 1 min Hyd. volume = 2,072 cuft
Drainage area = 1.220 ac Runoff coeff. = 0.95*
Intensity = 4.965 in/hr Tc by TR55 = 6.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(1.220 x 0.95)] / 1.220
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 it i i i i I I I I I I I N 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12
Hyd No. 15 Time (min)
3-J
Hyd. No. 15 -- 2 Year
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 15
3-J
Description A B C Totals
Sheet Flow
Manning's n-value = 0.011 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.47 0.00 0.00
Land slope (%) = 1.28 0.00 0.00
Travel Time (min) = 3.35 + 0.00 + 0.00 = 3.35
Shallow Concentrated Flow
Flow length (ft) = 102.00 150.00 0.00
Watercourse slope (%) = 1.28 0.37 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =2.30 1.24 0.00
Travel Time (min) = 0.74 + 2.02 + 0.00 = 2.76
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ............. ............................................... .................. 6.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 16
3-K
Hydrograph type = Rational Peak discharge = 5.000 cfs
Storm frequency = 2 yrs Time to peak = 6 min
Time interval = 1 min Hyd. volume = 1,800 cult
Drainage area = 1.060 ac Runoff coeff. = 0.95*
Intensity = 4.965 in/hr Tc by TR55 = 6.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(1.060 x 0.95)] / 1.060
3-K
Q (cfs) Hyd. No. 16 -- 2 Year
5.00
4.00
3.00
2.00
1.00
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 It i I I I N 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12
Hyd No. 16 Time (min)
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 16
3-K
Description A B C Totals
Sheet Flow
Manning's n-value = 0.011 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.47 0.00 0.00
Land slope (%) = 1.28 0.00 0.00
Travel Time (min) = 3.35 + 0.00 + 0.00 = 3.35
Shallow Concentrated Flow
Flow length (ft) = 163.00 104.00 0.00
Watercourse slope (%) = 1.28 0.37 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =2.30 1.24 0.00
Travel Time (min) = 1.18 + 1.40 + 0.00 = 2.58
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ............. ................................................................. 6.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 17
3-L
Hydrograph type = Rational Peak discharge = 17.12 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 5,136 cuft
Drainage area = 3.460 ac Runoff coeff. = 0.95*
Intensity = 5.209 in/hr Tc by TR55 = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
" Composite (Area/C) = [(3.460 x 0.95)] / 3.460
3-L
Q (cfs) Hyd. No. 17 -- 2 Year
18.00
15.00
12.00
9.00
6.00
3.00
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00 ?" I I I I N 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 17 Time (min)
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 17
3-L
Description A B C Totals
Sheet Flow
Manning's n-value = 0.011 0.011 0.011
Flow length (ft) 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.47 0.00 0.00
Land slope (%) = 1.28 0.00 0.00
Travel Time (min) = 3.35 + 0.00 + 0.00 = 3.35
Shallow Concentrated Flow
Flow length (ft) = 115.00 0.00 0.00
Watercourse slope (%) = 1.28 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =2.30 0.00 0.00
Travel Time (min) = 0.83 + 0.00 + 0.00 = 0.83
Channel Flow
X sectional flow area (sqft) = 3.14 0.00 0.00
Wetted perimeter (ft) = 6.28 0.00 0.00
Channel slope (%) = 1.00 0.00 0.00
Manning's n-value = 0.011 0.015 0.015
Velocity (ft/s) =8.51
0.00
0.00
Flow length (ft) ({0})512.0 0.0 0.0
Travel Time (min) = 1.00 + 0.00 + 0.00 = 1.00
Total Travel Time, Tc ............. ............................................... .................. 5.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 18
3-M
Hydrograph type = Rational Peak discharge = 5.196 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 1,559 cuft
Drainage area = 1.050 ac Runoff coeff. = 0.95*
Intensity = 5.209 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(1.050 x 0.95)1/ 1.050
3-M
Q (cfs) Hyd. No. 18 -- 2 Year
6.00
5.00
4.00
3.00
2.00
1.00
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 If ' ' ' I I i I N 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 18 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 19
3-N
Hydrograph type = Rational Peak discharge = 3.842 cfs
Storm frequency = 2 yrs Time to peak = 8 min
Time interval = 1 min Hyd. volume = 1,844 cuft
Drainage area = 0.890 ac Runoff coeff. = 0.95*
Intensity = 4.544 in/hr Tc by TR55 = 8.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
Composite (Area/C) = [(0.890 x 0.95)] / 0.890
Q (cfs)
4.00
3.00
2.00
1.00
0.00 ; '
0 2
Hyd No. 19
3-N
Hyd. No. 19 -- 2 Year
4 6 8 10 12 14
Q (cfs)
4.00
3.00
2.00
1.00
3 0.00
16
Time (min)
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2010 by Autodesk, Inc. v9.25
Hyd. No. 19
3-N
Description
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n-value
Velocity (ft/s)
A
= 0.011
= 300.0
= 3.47
= 1.28
= 3.35
= 391.00
= 1.28
= Paved
=2.30
= 2.83
= 0.00
= 0.00
= 0.00
= 0.015
=0.00
B
0.011
0.0
0.00
0.00
+ 0.00
150.00
0.37
Paved
1.24
+ 2.02
0.00
0.00
0.00
0.015
0.00
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
Totals
= 3.35
4.86
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 8.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 20
3-O
Hydrograph type =Rational Peak discharge = 2.078 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 623 cuft
Drainage area = 0.420 ac Runoffcoeff. = 0.95*
Intensity = 5.209 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) _ [(0.420 x 0.95)] / 0.420
Q (cfs)
3.00
2.00
1.00
3-O
Hyd. No. 20 -- 2 Year
0.00 L '
0 1
Hyd No. 20

2 3 4 5 6 7 8 9
Q (cfs)
3.00
2.00
1.00
N 0.00
10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 21
3-P
Hydrograph type = Rational Peak discharge = 3.612 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 1,084 cuft
Drainage area = 0.730 ac Runoff coeff. = 0.95*
Intensity = 5.209 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
" Composite (Area/C) = [(0.730 x 0.95)] / 0.730
3-P
Q (cfs) Hyd. No. 21 -- 2 Year
4.00
3.00
2.00
1.00
0.00 4 ' '
0 1 2
Hyd No. 21
3 4 5 6 7 8 9
Q (cfs)
4.00
3.00
2.00
1.00
- V 0.00
10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 22
3-Q
Hydrograph type = Rational Peak discharge = 0.745 cfs
Storm frequency = 2 yrs Time to peak = 51 min
Time interval = 1 min Hyd. volume = 2,279 cuft
Drainage area = 1.830 ac Runoff coeff. = 0.24*
Intensity = 1.696 in/hr Tc by TR55 = 51.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(1.820 x 0.24) + (0.010 x 0.60)] /1.830
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
3-Q
Hyd. No. 22 -- 2 Year
Q (cfs)
0 10 20
Hyd No. 22
1.00
0.90
0.80
.40 N 0.70
0.60
0.50
_ 0.40
0.30
0.20
0.10
0.00
30 40 50 60 70 80 90 100 110
Time (min)
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 31302010 by Autodesk, Inc. v9.25
Hyd. No. 22
3-Q
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.240 0.011
Flow length (ft) = 76.0 224.0 0.0
Two-year 24-hr precip. (in) = 3.47 3.47 0.00
Land slope (%) = 24.00 0.50 0.00
Travel Time (min) = 4.07 + 45.48 + 0.00 = 49.56
Shallow Concentrated Flow
Flow length (ft) = 87.00 0.00 0.00
Watercourse slope (%) = 0.50 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =1.14 0.00 0.00
Travel Time (min) = 1.27 + 0.00 + 0.00 = 1.27
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 51.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 23
2-A
Hydrograph type = Rational Peak discharge = 19.86 cfs
Storm frequency = 2 yrs Time to peak = 26 min
Time interval = 1 min Hyd. volume = 30,975 cuft
Drainage area = 16.430 ac Runoff coeff. = 0.46*
Intensity = 2.627 in/hr Tc by TR55 = 26.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(5.080 x 0.95) + (11.350 x 0.24)] / 16.430
2-A
Q (cfs) Hyd. No. 23 -- 2 Year
21.00
18.00
15.00
12.00
9.00
6.00
3.00
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 -r I I I I I I I I I I 1 I I 1 I I I 1 1 I I I 1 I 1 3 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52
Hyd No. 23 Time (min)
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 23
2-A
Description
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n-value
Velocity (ft/s)
A
= 0.011
= 126.4
= 3.47
= 1.98
= 1.41
= 150.36
= 2.31
= Unpaved
=2.45
= 1.02
= 3.98
= 7.07
= 1.00
= 0.011
=9.21
B
0.240
176.8
3.47
1.90
+ 22.06
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
Totals
= 23.47
1.02
0.00
Flow length (ft) ({0})1077.7 0.0 0.0
Travel Time (min) = 1.95 + 0.00 + 0.00 = 1.95
Total Travel Time, Tc .............................................................................. 26.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 24
2-B
Hydrograph type = Rational Peak discharge = 1.474 cfs
Storm frequency = 2 yrs Time to peak = 21 min
Time interval = 1 min Hyd. volume = 1,857 cuft
Drainage area = 1.380 ac Runoff coeff. = 0.36*
Intensity = 2.966 in/hr Tc by TR55 = 21.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
Composite (Area/C) = [(1.140 x 0.24) + (0.240 x 0.95)] / 1.380
Q (cfs)
2.00
1.00
Q (cfs)
2.00
1.00
0.00 W i i i i i i i i i i i i i i i i i I I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42
Hyd No. 24 Time (min)
2-B
Hyd. No. 24 -- 2 Year
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 24
2-B
Descriltion A B C Totals
Sheet Flow
Manning's n-value = 0.011 0.240 0.011
Flow length (ft) = 73.0 189.0 0.0
Two-year 24-hr precip. (in) = 3.47 3.47 0.00
Land slope (%) = 1.61 3.00 0.00
Travel Time (min) = 0.99 + 19.39 + 0.00 = 20.38
Shallow Concentrated Flow
Flow length (ft) = 0.00 0.00 0.00
Watercourse slope (%) = 0.00 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Channel Flow
X sectional flow area (sqft) = 20.00 0.00 0.00
Wetted perimeter (ft) = 32.65 0.00 0.00
Channel slope (%) = 0.80 0.00 0.00
Manning's n-value = 0.027 0.015 0.015
Velocity (ft/s) =3.55
0.00
0.00
Flow length (ft) ({0})200.0 0.0 0.0
Travel Time (min) = 0.94 + 0.00 + 0.00 = 0.94
Total Travel Time, Tc .............................................................................. 21.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 25
2-C
Sunday, Apr 25, 2010
Hydrograph type = Rational Peak discharge = 1.260 cfs
Storm frequency = 2 yrs Time to peak = 21 min
Time interval = 1 min Hyd. volume = 1,588 cuft
Drainage area = 1.180 ac Runoff coeff. = 0.36*
Intensity = 2.966 in/hr Tc by TR55 = 21.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
Composite (Area/C) = [(0.980 x 0.24) + (0.200 x 0.95)] / 1.180
Q (cfs)
2.00
1.00
Q (cfs)
2.00
1.00
0.00 w I I I 1 I I I I I I I I I 1 I I I I I I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42
Hyd No. 25 Time (min)
2-C
Hyd. No. 25 -- 2 Year
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 25
2-C
Description
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n-value
Velocity (ft/s)
A
= 0.011
= 73.0
= 3.47
= 1.61
= 0.99
= 0.00
= 0.00
= Paved
=0.00
= 0.00
= 20.00
= 32.65
= 0.80
= 0.027
=3.55
B
0.240
189.0
3.47
3.00
+ 19.39
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
Totals
= 20.38
0.00
0.00
Flow length (ft) ({0})200.0 0.0 0.0
Travel Time (min) = 0.94 + 0.00 + 0.00 = 0.94
Total Travel Time, Tc .............................................................................. 21.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 26
2-D
Hydrograph type = Rational Peak discharge = 0.662 cfs
Storm frequency = 2 yrs Time to peak = 21 min
Time interval = 1 min Hyd. volume = 834 cuft
Drainage area = 0.720 ac Runoff coeff. = 0.31*
Intensity = 2.966 in/hr Tc by TR55 = 21.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.650 x 0.24) + (0.070 x 0.95)] / 0.720
2-D
Q (cfs) Hyd. No. 26 -- 2 Year Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42
Hyd No. 26 Time (min)
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 26
2-D
Description
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n-value
Velocity (ft/s)
A
= 0.011
= 73.0
= 3.47
= 1.61
= 0.99
= 0.00
= 0.00
= Paved
=0.00
= 0.00
= 20.00
= 32.65
= 2.85
= 0.027
=6.71
B
0.240
189.0
3.47
3.00
+ 19.39
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
Totals
20.38
0.00
0.00
Flow length (ft) ({0})200.0 0.0 0.0
Travel Time (min) = 0.50 + 0.00 + 0.00 = 0.50
Total Travel Time, Tc .............................................................................. 21.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 27
2-E
Hydrograph type =Rational Peak discharge = 0.676 cfs
Storm frequency = 2 yrs Time to peak = 19 min
Time interval = 1 min Hyd. volume = 771 cuft
Drainage area = 0.800 ac Runoff coeff. = 0.27*
Intensity = 3.129 in/hr Tc by TR55 = 19.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
Composite (Area/C) = [(0.771 x 0.24) + (0.029 x 0.95)] / 0.800
2-E
Q (cfs) Hyd. No. 27 -- 2 Year Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
Hyd No. 27 Time (min)
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 27
2-E
Description
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip. (in)
Land slope (%)
Travel Time (min)
A
= 0.011
= 49.2
= 3.47
= 1.50
= 0.74
B
0.240
250.8
3.47
6.46
+ 17.89
0.00
0.00
Paved
0.00
+ 0.00
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
Totals
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n-value
Velocity (ft/s)
= 105.62
= 6.46
= Unpaved
=4.10
= 0.43
= 20.00
= 32.65
= 5.31
= 0.027
=9.16
0.00
0.00
0.00
0.015
0.00
0.00
0.00
0.00
0.015
18.63
= 0.43
0.00
Flow length (ft) ({0})129.0 0.0 0.0
Travel Time (min) = 0.23 + 0.00 + 0.00 = 0.23
Total Travel Time, Tc .............................................................................. 19.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@) 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 28
2-F
Hydrograph type = Rational Peak discharge = 1.633 cfs
Storm frequency = 2 yrs Time to peak = 26 min
Time interval = 1 min Hyd. volume = 2,548 cuft
Drainage area = 2.590 ac Runoff coeff. = 0.24*
Intensity = 2.627 in/hr Tc by TR55 = 26.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
' Composite (Area/C) = [(2.590 x 0.24)] / 2.590
Q (cfs)
2.00
1.00
Q (cfs)
2.00
1.00
0.00 it I I I I I I I I I I I I I I I I I I I I I I I I I r 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52
Hyd No. 28 Time (min)
2-F
Hyd. No. 28 -- 2 Year
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 28
2-F
Description A B C Totals
Sheet Flow
Manning's n-value = 0.011 0.240 0.011
Flow length (ft) = 0.0 300.0 0.0
Two-year 24-hr precip. (in) = 0.00 3.47 0.00
Land slope (%) = 0.00 4.07 0.00
Travel Time (min) = 0.00 + 24.84 + 0.00 = 24.84
Shallow Concentrated Flow
Flow length (ft) = 300.82 0.00 0.00
Watercourse slope (%) = 5.98 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =3.95 0.00 0.00
Travel Time (min) = 1.27 + 0.00 + 0.00 = 1.27
Channel Flow
X sectional flow area (sqft) = 20.00 0.00 0.00
Wetted perimeter (ft) = 32.65 0.00 0.00
Channel slope (%) = 5.65 0.00 0.00
Manning's n-value = 0.027 0.015 0.015
Velocity (ft/s) =9.45
0.00
0.00
Flow length (ft) ({0})161.1 0.0 0.0
Travel Time (min) = 0.28 + 0.00 + 0.00 = 0.28
Total Travel Time, Tc .............................................................................. 26.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 29
2-G
Hydrograph type = Rational Peak discharge = 8.564 cfs
Storm frequency = 2 yrs Time to peak = 11 min
Time interval = 1 min Hyd. volume = 5,652 cuft
Drainage area = 6.240 ac Runoff coeff. = 0.34*
Intensity = 4.037 in/hr Tc by TR55 = 11.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(5.390 x 0.24) + (0.850 x 0.95)] / 6.240
Q (cfs)
10.00
8.00
6.00
4.00
2.00
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00 K I I I I I I I I I I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22
- Hyd No. 29 Time (min)
2-G
Hyd. No. 29 - 2 Year
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2010 by Autodesk, Inc. v9.25
Hyd. No. 29
2-G
Description
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
A
= 0.011
= 243.5
= 3.47
= 3.33
= 1.93
= 419.00
= 5.25
Unpaved
=3.70
= 1.89
B
0.240
56.5
3.47
3.33
+ 7.08
0.00
0.00
Paved
0.00
+ 0.00
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
Totals
= 9.01
1.89
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n-value
Velocity (ft/s)
= 0.00
= 0.00
= 0.00
= 0.027
=0.00
0.00
0.00
0.00
0.015
0.00
0.00
0.00
0.00
0.015
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 11.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 30
2-H
Hydrograph type = Rational Peak discharge = 0.744 cfs
Storm frequency = 2 yrs Time to peak = 8 min
Time interval = 1 min Hyd. volume = 357 cuft
Drainage area = 0.630 ac Runoff coeff. = 0.26*
Intensity = 4.544 in/hr Tc by TR55 = 8.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.590 x 0.24) + (0.040 x 0.60)] / 0.630
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
2-H
Hyd. No. 30 -- 2 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 2 4 6 8 10 12 14 16
Hyd No. 30 Time (min)
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 30
2-H
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.240 0.011
Flow length (ft) = 135.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.47 0.00 0.00
Land slope (%) = 19.25 0.00 0.00
Travel Time (min) = 7.04 + 0.00 + 0.00 = 7.04
Shallow Concentrated Flow
Flow length (ft) = 0.00 0.00 0.00
Watercourse slope (%) = 0.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Channel Flow
X sectional flow area (sqft) = 30.00 0.00 0.00
Wetted perimeter (ft) = 50.40 0.00 0.00
Channel slope (%) = 0.50 0.00 0.00
Manning's n-value = 0.027 0.015 0.015
Velocity (ft/s) =2.76
0.00
0.00
Flow length (ft) ({0})200.0 0.0 0.0
Travel Time (min) = 1.21 + 0.00 + 0.00 = 1.21
Total Travel Time, Tc ............. ............................................... .................. 8.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 31
2-1
Hydrograph type = Rational Peak discharge = 1.863 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 559 cuft
Drainage area = 1.490 ac Runoff coeff. = 0.24*
Intensity = 5.209 in/hr Tc by TR55 = 5.00 min
IDF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
' Composite (Area/C) = [(1.490 x 0.24)] / 1.490
Q (cfs)
2.00
1.00
0.00 it '
0 1 2
Hyd No. 31
2-1
Hyd. No. 31 -- 2 Year
3 4 5 6 7 8 9
Q (cfs)
2.00
1.00
V 0.00
10
Time (min)
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 31
2-1
Description
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n-value
Velocity (ft/s)
A
= 0.240
= 72.0
= 3.47
= 25.00
= 3.84
= 256.00
= 2.73
= Unpaved
=2.67
= 1.60
= 0.00
= 0.00
= 0.00
= 0.027
=0.00
B
0.240
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
Totals
3.84
= 1.60
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 5.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 32
4-A
Hydrograph type = Rational Peak discharge = 1.138 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 341 cuft
Drainage area = 0.230 ac Runoff coeff. = 0.95*
Intensity = 5.209 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.230 x 0.95)] / 0.230
Q (cfs)
2.00
1.00
0.00 K
0 1 2
Hyd No. 32
4-A
Hyd. No. 32 -- 2 Year
3 4 5 6 7 8 9
Q (cfs)
2.00
1.00
- N 0.00
10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3130 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 33
4-B
Hydrograph type = Rational Peak discharge = 0.445 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 134 cuft
Drainage area = 0.090 ac Runoff coeff. = 0.95*
Intensity = 5.209 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.090 x 0.95)] / 0.090
4-B
Q (cfs) Hyd. No. 33 -- 2 Year
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00 -A I I I I I i I 1 I N
0 1
Hyd No. 33
2
3 4
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
5 6 7 8 9 10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 34
4-C
Hydrograph type = Rational Peak discharge = 0.495 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 148 cuft
Drainage area = 0.100 ac Runoff coeff. = 0.95*
Intensity = 5.209 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.100 x 0.95)] / 0.100
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
4-C
Hyd. No. 34 - 2 Year
0 1
Hyd No. 34
2 3 4 5 6
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
7 8 9 10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 35
4-D
Hydrograph type = Rational Peak discharge = 0.148 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 45 cuft
Drainage area = 0.030 ac Runoff coeff. = 0.95*
Intensity = 5.209 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
" Composite (Area/C) = [(0.027 x 0.95)] / 0.030
4-D
Q (cfs) Hyd. No. 35 -- 2 Year
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
Q (cfs)
0.50
0.45
0.40
0.35
0.05 0.05
0.00 0 00
0 1
Hyd No. 35
2 3 4 5 6 7 8 9
10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 36
4-E
Hydrograph type = Rational Peak discharge = 0.370 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 111 cuft
Drainage area = 0.090 ac Runoff coeff. = 0.79*
Intensity = 5.209 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
" Composite (Area/C) = [(0.070 x 0.95) + (0.020 x 0.24)] / 0.090
Q (cfs)
0.50
0.45
0.40
0.35
....... .................
0.30
0.25
0.20
0.15
0.10
0.05
0 00
4-E
Hyd. No. 36 -- 2 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0 1
Hyd No. 36
2 3 4 5 6 7 8 9 10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 37
4-F
Hydrograph type = Rational Peak discharge = 0.625 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 188 cuft
Drainage area = 0.200 ac Runoff coeff. = 0.6*
Intensity = 5.209 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
Composite (Area/C) = [(0.100x 0.95) + (0.100 x 0.24)] / 0.200
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
4-F
Hyd. No. 37 - 2 Year
0 1
Hyd No. 37
2 3 4 5 6 7 8
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
9 10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 38
4-G
Hydrograph type = Rational Peak discharge = 0.715 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 214 cuft
Drainage area = 0.280 ac Runoff coeff. = 0.49*
Intensity = 5.209 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
Composite (Area/C) = [(0.100 x 0.95) + (0.180 x 0.24)] / 0.280
4-G
Q (cfs) Hyd. No. 38 -- 2 Year
1.00
0.90
0.80
0.70
V.VV
0 1
Hyd No. 38
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
2 3 4 5 6 7 8 9 10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 39
4-H
Hydrograph type = Rational Peak discharge = 0.766 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 230 cuft
Drainage area = 0.350 ac Runoff coeff. = 0.42*
Intensity = 5.209 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.090 x 0.95) + (0.260 x 0.24)] / 0.350
Q (cfs)
1.00
0.90
0.80
0.70
0.60
n nn 4-H
0.50
0.40
0.30
0.20
0.10
Hyd. No. 39 -- 2 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
0 1
Hyd No. 39
2 3 4 5 6 7 8 9 10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 40
4-1
Hydrograph type = Rational Peak discharge = 0.930 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 279 cuft
Drainage area = 0.470 ac Runoff coeff. = 0.38*
Intensity = 5.209 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
" Composite (Area/C) = [(0.090 x 0.95) + (0.380 x 0.24)] / 0.470
4-1
Q (cfs)
Hyd. No. 40 -- 2 Year
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00 ; '
0 1
Hyd No. 40
2 3 4
5 6 7 8
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
9 10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 41
4-J
Hydrograph type = Rational Peak discharge = 0.544 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 163 cuft
Drainage area = 0.110 ac Runoff coeff. = 0.95*
Intensity = 5.209 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
" Composite (Area/C) = [(0.110 x 0.95)] / 0.110
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
4-J
Hyd. No. 41 -- 2 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
0 1
Hyd No. 41
2 3 4 5 6
7
8
9
10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25
Hyd. No. 42
5
Hydrograph type = Rational Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 3.660 ac Runoff coeff.
Intensity = 2.461 in/hr Tc by TR55
OF Curve = Asheville.IDF Asc/Rec limb fact
* Composite (Area/C) = [(0.070 x 0.95) + (3.450 x 0.24) + (0.140 x 0.60)] / 3.660
Q (cfs)
3.00
2.00
1.00
5
Hyd. No. 42 -- 2 Year
Sunday, Apr 25, 2010
= 2.432 cfs
= 29 min
= 4,231 cuft
= 0.27*
= 29.00 min
= 1/1
0.00 -W '
0 10
Hyd No. 42

20 30 40 50
Q (cfs)
3.00
2.00
1.00
?-1 0.00
60
Time (min)
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 42
5
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.240 0.011
Flow length (ft) = 116.0 184.0 0.0
Two-year 24-hr precip. (in) = 3.47 3.47 0.00
Land slope (%) = 17.24 2.58 0.00
Travel Time (min) = 6.52 + 20.16 + 0.00 = 26.68
Shallow Concentrated Flow
Flow length (ft) = 43.00 0.00 0.00
Watercourse slope (%) = 7.49 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =4.42 0.00 0.00
Travel Time (min) = 0.16 + 0.00 + 0.00 = 0.16
Channel Flow
X sectional flow area (sqft) = 33.00 0.00 0.00
Wetted perimeter (ft) = 35.42 0.00 0.00
Channel slope (%) = 1.58 0.00 0.00
Manning's n-value = 0.030 0.015 0.015
Velocity (ft/s) =5.95
0.00
0.00
Flow length (ft) ({0})632.0 0.0 0.0
Travel Time (min) = 1.77 + 0.00 + 0.00 = 1.77
Total Travel Time, Tc .............................................................................. 29.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 43
6
Hydrograph type = Rational Peak discharge = 0.582 cfs
Storm frequency = 2 yrs Time to peak = 51 min
Time interval = 1 min Hyd. volume = 1,780 cuft
Drainage area = 1.270 ac Runoff coeff. = 0.27*
Intensity = 1.696 in/hr Tc by TR55 = 51.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.060 x 0.95) + (1.210 x 0.24)] / 1.270
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
6
Hyd. No. 43 -- 2 Year
Q (cfs)
0 10 20
Hyd No. 43
1.00
0.90
0.80
0.70
0.60
0.50
0.40
00 0.30
0.20
0.10
0.00
30 40 50 60 70 80 90 100 110
Time (min)
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3130 2010 by Autodesk, Inc. v9.25
Hyd. No. 43
6
Description
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n-value
Velocity (ft/s)
A
0.240
300.0
3.47
0.67
= 51.11
= 0.00
= 0.00
= Paved
=0.00
= 0.00
= 0.00
= 0.00
= 0.00
= 0.015
=0.00
B
0.011
0.0
3.47
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
Totals
51.11
= 0.00
0.00
Flow length (ft) ({0))0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 51.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 44
7-A
Hydrograph type = Rational Peak discharge = 1.012 cfs
Storm frequency = 2 yrs Time to peak = 9 min
Time interval = 1 min Hyd. volume = 546 cuft
Drainage area = 0.800 ac Runoff coeff. = 0.29*
Intensity = 4.360 in/hr Tc by TR55 = 9.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.740 x 0.24) + (0.060 x 0.95)] / 0.800
Q (cfs)
2.00
1.00
0.00 -K '
0 2
Hyd No. 44
7-A
Hyd. No. 44 -- 2 Year
4 6 8 10 12 14 16
Q (cfs)
2.00
1.00
N 0.00
18
Time (min)
TR55 Tc Worksheet
Hyd. No. 44
7-A
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 0.0 0.0 0.0
Two-year 24-hr precip. (in) = 0.00 0.00 0.00
Land slope (%) = 0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Shallow Concentrated Flow
Flow length (ft) = 0.00 0.00 0.00
Watercourse slope (%) = 0.00 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Channel Flow
X sectional flow area (sqft) = 1.76 30.00 0.00
Wetted perimeter (ft) = 4.71 50.40 0.00
Channel slope (%) = 0.00 0.50 0.00
Manning's n-value = 0.013 0.027 0.015
Velocity (ft/s) =0.19
2.76
0.00
Flow length (ft) ({0})90.0 219.0 0.0
Travel Time (min) = 8.01 + 1.32 + 0.00 = 9.33
Total Travel Time, Tc ............. ......................... ...................... .................. 9.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 45
7-B
Hydrograph type = Rational Peak discharge = 1.987 cfs
Storm frequency = 2 yrs Time to peak = 12 min
Time interval = 1 min Hyd. volume = 1,431 cuft
Drainage area = 1.760 ac Runoff coeff. = 0.29*
Intensity = 3.893 in/hr Tc by TR55 = 12.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
" Composite (Area/C) = [(0.130 x 0.95) + (1.630 x 0.24)] / 1.760
Q (cfs)
2.00
1.00
Q (cfs)
2.00
1.00
0.00 u I I I I 31 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 45 Time (min)
7-I3
Hyd. No. 45 -- 2 Year
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 45
7-B
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 200.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.47 0.00 0.00
Land slope (%) = 25.00 0.00 0.00
Travel Time (min) ' = 8.69 + 0.00 + 0.00 = 8.69
Shallow Concentrated Flow
Flow length (ft) = 0.00 0.00 0.00
Watercourse slope (%) = 0.00 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Channel Flow
X sectional flow area (sqft) = 9.97 0.00 0.00
Wetted perimeter (ft) = 18.92 0.00 0.00
Channel slope (%) = 1.26 0.00 0.00
Manning's n-value = 0.026 0.015 0.015
Velocity (ft/s) =4.19
0.00
0.00
Flow length (ft) ({0})726.0 0.0 0.0
Travel Time (min) = 2.89 + 0.00 + 0.00 = 2.89
Total Travel Time, Tc .............................................................................. 12.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 46
8
Hydrograph type = Rational Peak discharge = 3.835 cfs
Storm frequency = 2 yrs Time to peak = 11 min
Time interval = 1 min Hyd. volume = 2,531 cuft
Drainage area = 3.800 ac Runoff coeff. = 0.25*
Intensity = 4.037 in/hr Tc by TR55 = 11.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
" Composite (Area/C) = [(0.080 x 0.95) + (3.720 x 0.24)] / 3.800
8
Q (cfs)
Hyd. No. 46 -- 2 Year
4.00
3.00
2.00
1.00
0.00 y '
0 2 4
Hyd No. 46
6
Q (cfs)
4.00
3.00
2.00
1.00
V 0.00
8 10 12 14 16 18 20 22
Time (min)
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 46
8
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 200.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.47 0.00 0.00
Land slope (%) = 25.00 0.00 0.00
Travel Time (min) = 8.69 + 0.00 + 0.00 = 8.69
Shallow Concentrated Flow
Flow length (ft) = 0.00 0.00 0.00
Watercourse slope (%) = 0.00 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Channel Flow
X sectional flow area (sqft) = 9.97 0.00 0.00
Wetted perimeter (ft) = 18.92 0.00 0.00
Channel slope (%) = 1.59 0.00 0.00
Manning's n-value = 0.026 0.015 0.015
Velocity (ft/s) =4.70
0.00
0.00
Flow length (ft) ({0})624.5 0.0 0.0
Travel Time (min) = 2.21 + 0.00 + 0.00 = 2.21
Total Travel Time, Tc .............................................................................. 11.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 47
9
Hydrograph type = Rational Peak discharge = 2.007 cfs
Storm frequency = 2 yrs Time to peak = 9 min
Time interval = 1 min Hyd. volume = 1,084 cuft
Drainage area = 1.770 ac Runoff coeff. = 0.26*
Intensity = 4.360 in/hr Tc by TR55 = 9.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.050 x 0.95) + (1.720 x 0.24)] / 1.770
9
Q (cfs) Hyd. No. 47 -- 2 Year
3.00
2.00
/ / F N \\ 111??
1.00
0.00 I° '
0 2 4
Hyd No. 47
Q (cfs)
3.00
2.00
1.00
0.00
6 8 10 12 14 16 18
Time (min)
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 47
9
Description
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n-value
Velocity (ft/s)
A
0.240
200.0
3.47
25.00
= 8.69
= 0.00
= 0.00
= Paved
=0.00
= 0.00
= 9.97
= 18.92
= 3.58
= 0.026
=7.06
B
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
Totals
8.69
= 0.00
0.00
Flow length (ft) ({0})280.0 0.0 0.0
Travel Time (min) = 0.66 + 0.00 + 0.00 = 0.66
Total Travel Time, Tc .............................................................................. 9.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 48
10-A
Hydrograph type = Rational Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 6.000 ac Runoff coeff.
Intensity = 2.891 in/hr Tc by TR55
OF Curve = Asheville.IDF Asc/Rec limb fact
* Composite (Area/C) = [(0.410 x 0.95) + (5.590 x 0.24)] / 6.000
10-A
Q (cfs)
Hyd. No. 48 -- 2 Year
6.00
5.00
Sunday, Apr 25, 2010
= 5.030 cfs
= 22 min
= 6,640 cuft
= 0.29*
= 22.00 min
= 1/1
4.00
3.00
2.00
1.00
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 Y I I I I I I I I I I I I I I I I I I I I I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Hyd No. 48 Time (min)
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2010 by Autodesk, Inc. v9.25
Hyd. No. 48
10-A
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.47 0.00 0.00
Land slope (%) = 6.39 0.00 0.00
Travel Time (min) = 20.74 + 0.00 + 0.00 = 20.74
Shallow Concentrated Flow
Flow length (ft) = 75.50 0.00 0.00
Watercourse slope (%) = 6.39 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =4.08 0.00 0.00
Travel Time (min) = 0.31 + 0.00 + 0.00 = 0.31
Channel Flow
X sectional flow area (sqft) = 9.97 0.00 0.00
Wetted perimeter (ft) = 18.92 0.00 0.00
Channel slope (%) = 4.58 0.00 0.00
Manning's n-value = 0.026 0.015 0.015
Velocity (ft/s) =7.98
0.00
0.00
Flow length (ft) ({0})633.0 0.0 0.0
Travel Time (min) = 1.32 + 0.00 + 0.00 = 1.32
Total Travel Time, Tc .............................................................................. 22.00 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v925 Sunday, Apr 25, 2010
Hyd. No. 49
10-B
Hydrograph type = Rational Peak discharge = 20.43 cfs
Storm frequency = 2 yrs Time to peak = 25 min
Time interval = 1 min Hyd. volume = 30,646 cuft
Drainage area = 19.000 ac Runoff coeff. = 0.4*
Intensity = 2.688 in/hr Tc by TR55 = 25.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(18.500 x 0.40) + (0.500 x 0.24)] / 19.000
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 if I I I I I I I I I I I I I I I I I I I I I I I I N- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Hyd No. 49 Time (min)
10-B
Hyd. No. 49 -- 2 Year
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2010 by Autodesk, Inc. v9.25
Hyd. No. 49
10-B
Descriltion A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.47 0.00 0.00
Land slope (%) = 9.33 0.00 0.00
Travel Time (min) = 17.82 + 0.00 + 0.00 = 17.82
Shallow Concentrated Flow
Flow length (ft) = 1661.00 0.00 0.00
Watercourse slope (%) = 5.30 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =3.71 0.00 0.00
Travel Time (min) = 7.45 + 0.00 + 0.00 = 7.45
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.026 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 25.00 min
Hyd rog ra p h Summary Re p 9yd aflow Hydrographs Extension for AutoCADO Civil 3D@2010 by Autodesk, Inc. v9.25
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
Peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
Description
1 Rational 47.35 1 64 181,806 ---- - ----- 1-A
2 Rational 3.898 1 35 8,185 --- --- ------ 1-B
3 Rational 4.935 1 29 8,587 ---- -- ---- 1-C
4 Rational 5.565 1 22 7,346 --- --- ------ 1-D
5 Rational 9.761 1 26 15,227 ---- --- ----- 1-E
6 Rational 1.532 1 18 1,654 --- ---- -- 3-A
7 Rational 3.211 1 20 3,853 --- --- ---- 3-13
8 Rational 2.256 1 23 3,114 ---- -- ---- 3-C
9 Rational 2.296 1 23 3,168 ----- - --- 3-D
10 Rational 2.296 1 23 3,168 --- -- ---- 3-E
11 Rational 2.348 1 23 3,241 --- -- 3-F
12 Rational 3.137 1 5 941 -- - --- 3-G
13 Rational 4.806 1 5 1,442 ---- -- -- 3-H
14 Rational 6.191 1 6 2,229 - --- -- 3-1
15 Rational 7.786 1 6 2,803 ---- - -- 3-J
16 Rational 6.765 1 6 2,435 -- -- --- 3-K
17 Rational 23.09 1 5 6,928 --- -- -- 3-L
18 Rational 7.008 1 5 2,102 --- --- --- 3-M
19 Rational 5.229 1 8 2,510 -- -- 3-N
20 Rational 2.803 1 5 841 ---- -- ----- 3-0
21 Rational 4.872 1 5 1,462 --- --- --- 3-P
22 Rational 1.094 1 51 3,349 --- ---- -- - 3-Q
23 Rational 28.15 1 26 43,912 ---- -- --- 2-A
24 Rational 2.069 1 21 2,607 ---- -- --- 2-13
25 Rational 1.769 1 21 2,229 --- ---- -- 2-C
26 Rational 0.930 1 21 1,171 --- -- ---- 2-D
27 Rational 0.945 1 19 1,078 --- - ---- 2-E
28 Rational 2.315 1 26 3,612 --- - ----- 2-F
29 Rational 11.75 1 11 7,758 -- --- ----- 2-G
30 Rational 1.013 1 8 486 - --- ---- ---- 2-H
31 Rational 2.512 1 5 754 ---- --- ---- 2-1
32 Rational 1.535 1 5 461 ------ ----- ----- 4-A
33 Rational 0.601 1 5 180 -- -- ----- 4-13
Area 4 Hydrographs 4.21.2010.gpw Return Period: 10 Year Sunday, Apr 25, 2010
Hyd rog ra p h Summary Re p9yld aflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
Peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
Description
34 Rational 0.667 1 5 200 ----- ---- ---- 4-C
35 Rational 0.200 1 5 60 ----- ----- ----- 4-D
36 Rational 0.500 1 5 150 ------ --- ----- 4-E
37 Rational 0.843 1 5 253 ----- ---- -- 4-F
38 Rational 0.964 1 5 289 ---- ----- ------ 4-G
39 Rational 1.033 1 5 310 ------ ----- --- 4-H
40 Rational 1.255 1 5 376 4-1
41 Rational 0.734 1 5 220 --- ---- - --- 4-J
42 Rational 3.465 1 29 6,029 ---- ---- --- 5
43 Rational 0.854 1 51 2,614 --- ---- ---- 6
44 Rational 1.381 1 9 746 ------ --- -- 7-A
45 Rational 2.734 1 12 1,969 ---- -- --- 7-13
46 Rational 5.263 1 11 3,474 ---- ---- ---- 8
47 Rational 2.739 1 9 1,479 ------ - ---- 9
48 Rational 7.078 1 22 9,343 ---- --- 10-A
49 Rational 28.91 1 25 43,367 ----- --- -- 10-B
50 Rational 87.65 1 68 357,598 -- ---- ---- pond 2
51 Rational 43.95 1 30 79,106 ----- - ----- pond 1
Area 4 Hydrographs 4.21.2010.gpw Return Period: 10 Year Sunday, Apr 25, 2010
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3139) 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 1
1-A
Hydrograph type =Rational Peak discharge = 47.35 cfs
Storm frequency = 10 yrs Time to peak = 64 min
Time interval = 1 min Hyd. volume = 181,806 cuft
Drainage area = 63.050 ac Runoff coeff. = 0.35*
Intensity = 2.145 in/hr Tc by TR55 = 64.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(36.550 x 0.24) + (4.830 x 0.95) + (20.880 x 0.40) + (0.790 x 0.60)] / 63.050
1-A
Q (cfs)
Hyd. No. 1 -- 10 Year
50.00
40.00
30.00
20.00
10.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 M "-J 0.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130
Hyd No. 1 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AUtoCADO Civil 31DO 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 2
1-B
Hydrograph type = Rational Peak discharge = 3.898 cfs
Storm frequency = 10 yrs Time to peak = 35 min
Time interval = 1 min Hyd. volume = 8,185 cuft
Drainage area = 4.130 ac Runoff coeff. = 0.3*
Intensity = 3.146 in/hr Tc by TR55 = 35.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(3.740 x 0.24) + (0.060 x 0.60) + (0.329 x 0.95)] / 4.130
1-B
Q (cfs) Hyd. No. 2 -- 10 Year
4.00
3.00
2.00
1.00
0.00 k, '
0 10
Hyd No. 2
20 30 40 50 60
Q (cfs)
4.00
3.00
2.00
1.00
-31 0.00
70
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 3
1-C
Hydrograph type = Rational Peak discharge = 4.935 cfs
Storm frequency = 10 yrs Time to peak = 29 min
Time interval = 1 min Hyd. volume = 8,587 cuft
Drainage area = 4.540 ac Runoff coeff. = 0.31*
Intensity = 3.506 in/hr Tc by TR55 = 29.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(4.080 x 0.24) + (0.460 x 0.95)] / 4.540
1-C
Q (cfs) Hyd. No. 3 --10 Year
5.00
4.00
3.00
2.00
1.00
0.00 jr '
0 10
Hyd No. 3
20 30 40 50
Q (cfs)
5.00
4.00
3.00
2.00
1.00
---i- 0.00
60
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 4
1-D
Hydrograph type = Rational Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 3.420 ac Runoff coeff.
Intensity = 4.068 in/hr Tc by TR55
OF Curve = Asheville.IDF Asc/Rec limb fact
Sunday, Apr 25, 2010
= 5.565 cfs
= 22 min
= 7,346 cuft
= 0.4*
= 22.00 min
= 1/1
* Composite (Area/C) = [(0.772 x 0.95) + (2.650 x 0.24)] / 3.420
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 X I 1 1 I I I I I I 1 I I I I I I I I I I I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Hyd No. 4 Time (min)
1-D
Hyd. No. 4 -- 10 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 5
1-E
Hydrograph type = Rational Peak discharge = 9.761 cfs
Storm frequency = 10 yrs Time to peak = 26 min
Time interval = 1 min Hyd. volume = 15,227 cuft
Drainage area = 7.280 ac Runoff coeff. = 0.36*
Intensity = 3.724 in/hr Tc by TR55 = 26.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(6.075 x 0.24) + (1.205 x 0.95)] / 7.280
Q (cfs)
10.00
1-E
Hyd. No. 5 -- 10 Year
8.00
6.00
4.00
2.00
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00 K i i i I i i i i i i i i i i i i i i i i i i I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52
Hyd No. 5 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 31302010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 6
3-A
Hydrograph type = Rational Peak discharge = 1.532 cfs
Storm frequency = 10 yrs Time to peak = 18 min
Time interval = 1 min Hyd. volume = 1,654 cuft
Drainage area = 0.620 ac Runoff coeff. = 0.55*
Intensity = 4.492 in/hr Tc by TR55 = 18.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.270 x 0.95) + (0.350 x 0.24)] / 0.620
Q (cfs)
2.00
1.00
3-A
Hyd. No. 6 --10 Year
Illllil?l?lllllll
Q (cfs)
2.00
1.00
0.00 I i i i i i i i i i i i i i i i I I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36
Hyd No. 6 Time (min)
IIIIXII!lillll?llll
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 7
3-B
Hydrograph type = Rational Peak discharge = 3.211 cfs
Storm frequency = 10 yrs Time to peak = 20 min
Time interval = 1 min Hyd. volume = 3,853 cuft
Drainage area = 2.090 ac Runoff coeff. = 0.36*
Intensity = 4.268 in/hr Tc by TR55 = 20.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(1.730 x 0.24) + (0.360 x 0.95)] / 2.090
3-13
Q (cfs) Hyd. No. 7 -- 10 Year
4.00
3.00
2.00
1.00
0.00
i
?I
Q (cfs)
4.00
3.00
2.00
1.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Hyd No. 7 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 8
3-C
Hydrograph type = Rational Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 1.720 ac Runoff coeff.
Intensity = 3.975 in/hr Tc by TR55
OF Curve = Asheville.IDF Asc/Rec limb fact
* Composite (Area/C) = [(1.497 x 0.24) + (0.223 x 0.95)] / 1.720
Q (cfs)
3.00
2.00
1.00
Sunday, Apr 25, 2010
= 2.256 cfs
= 23 min
= 3,114 cuft
= 0.33*
= 23.00 min
= 1/1
3-C
Hyd. No. 8 -- 10 Year

Q (cfs)
3.00
2.00
1.00
0.00 K I I 1 I I I I I I I 1 I I I I I 1 I I I I I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Hyd No. 8 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 9
3-D
Hydrograph type = Rational Peak discharge = 2.296 cfs
Storm frequency = 10 yrs Time to peak = 23 min
Time interval = 1 min Hyd. volume = 3,168 cuft
Drainage area = 1.750 ac Runoff coeff. = 0.33*
Intensity = 3.975 in/hr Tc by TR55 = 23.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(1.520 x 0.24) + (0.230 x 0.95)] / 1.750
Q (cfs)
3.00

2.00
3-D
Hyd. No. 9 -- 10 Year
1.00

Q (cfs)
3.00
2.00
1.00
0.00 4 1 1 1 1 1 1 1 1 1 1 1 1 1 N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Hyd No. 9 Time (min)
/ / /r

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 10
3-E
Hydrograph type = Rational Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 1.750 ac Runoff coeff.
Intensity = 3.975 in/hr Tc by TR55
OF Curve = Asheville.IDF Asc/Rec limb fact
Sunday, Apr 25, 2010
= 2.296 cfs
= 23 min
= 3,168 cuft
= 0.33*
= 23.00 min
= 1/1
* Composite (Area/C) = [(1.497 x 0.24) + (0.223 x 0.95)] / 1.750
Q (cfs)
3.00
2.00
1.00
3-E
Hyd. No. 10 -- 10 Year
Q (cfs)
3.00
2.00
1.00
0.00 bE ' ' ' I I I I I I I I I I I I I I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Hyd No. 10 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 11
3-F
Hydrograph type = Rational Peak discharge = 2.348 cfs
Storm frequency = 10 yrs Time to peak = 23 min
Time interval = 1 min Hyd. volume = 3,241 cuft
Drainage area = 1.790 ac Runoff coeff. = 0.33*
Intensity = 3.975 in/hr Tc by TR55 = 23.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(1.560 x 0.24) + (0.230 x 0.95)] /1.790
Q (cfs)
3.00
2.00
1.00
3-F
Hyd. No. 11 --10 Year
Q (cfs)
3.00
2.00
1.00
0.00 If I I I I 1 I I I I I I I I I I 1 1 I I I 1 1 32 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Hyd No. 11 Time (min)
j\'
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 12
3-G
Hydrograph type = Rational Peak discharge = 3.137 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 941 cuft
Drainage area = 0.470 ac Runoff coeff. = 0.95*
Intensity = 7.026 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
Composite (Area/C) = [(0.470 x 0.95)] / 0.470
3-G
Q (cfs) Hyd. No. 12 -- 10 Year
4.00
3.00
2.00
1.00
Q (cfs)
4.00
3.00
2.00
1.00
0.00 11 ' ' i I 1 1 1 N 0.00
0 1 2 3 4 5 6 7 8 9 10
Time (min)
Hyd No. 12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 13
3-H
Hydrograph type = Rational Peak discharge = 4.806 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 1,442 cuft
Drainage area = 0.720 ac Runoff coeff. = 0.95*
Intensity = 7.026 in/hr Tc by TR55 = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
Composite (Area/C) = [(0.720 x 0.95)] / 0.720
3-H
Q (cfs) Hyd. No. 13 -- 10 Year
5.00
4.00
3.00
2.00
1.00
0.00 If '
0 1 2
Hyd No. 13
3 4 5 6 7 8
Q (cfs)
5.00
4.00
3.00
2.00
1.00
1 31 0.00
9 10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 14
3-1
Hydrograph type = Rational Peak discharge = 6.191 cfs
Storm frequency = 10 yrs Time to peak = 6 min
Time interval = 1 min Hyd. volume = 2,229 cuft
Drainage area = 0.970 ac Runoff coeff. = 0.95*
Intensity = 6.718 in/hr Tc by TR55 = 6.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.970 x 0.95)] / 0.970
3-1
Q (cfs) Hyd. No. 14 -- 10 Year
7.00
6.00
5.00
4.00
3.00
2.00
1.00
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00 If i i i i I I I I I I I ?- 0 00
0 1 2 3 4 5 6 7
Hyd No. 14
8 9 10 11 12
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 15
3-J
Hydrograph type = Rational Peak discharge = 7.786 cfs
Storm frequency = 10 yrs Time to peak = 6 min
Time interval = 1 min Hyd. volume = 2,803 cuft
Drainage area = 1.220 ac Runoff coeff. = 0.95*
Intensity = 6.718 in/hr Tc by TR55 = 6.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
" Composite (Area/C) = [(1.220 x 0.95)] / 1.220
Q (cfs)
8.00
6.00
4.00
2.00
Q (cfs)
8.00
6.00
4.00
2.00
0.00 e ' X 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12
Hyd No. 15 Time (min)
3-J
Hyd. No. 15 -- 10 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 16
3-K
Hydrograph type = Rational Peak discharge = 6.765 cfs
Storm frequency = 10 yrs Time to peak = 6 min
Time interval = 1 min Hyd. volume = 2,435 cuft
Drainage area = 1.060 ac Runoff coeff. = 0.95*
Intensity = 6.718 in/hr Tc by TR55 = 6.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(1.060 x 0.95)] / 1.060
3-K
Q (cfs) Hyd. No. 16 -- 10 Year
7.00
6.00
5.00
4.00
3.00
2.00
1.00
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00 Ir I I I I N 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12
Time (min)
®- Hyd No. 16
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3138 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 17
3-L
Hydrograph type = Rational Peak discharge = 23.09 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 6,928 cuft
Drainage area = 3.460 ac Runoff coeff. = 0.95*
Intensity = 7.026 in/hr Tc by TR55 = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
Composite (Area/C) = [(3.460 x 0.95)] / 3.460
Q (Cfs)
24.00
20.00
16.00
12.00
8.00
4.00
Q (Cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00 E ' ' X 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 17 Time (min)
3-L
Hyd. No. 17 --10 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 18
3-M
Hydrograph type = Rational Peak discharge = 7.008 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 2,102 cuft
Drainage area = 1.050 ac Runoff coeff. = 0.95*
Intensity = 7.026 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
Composite (Area/C) = [(1.050 x 0.95)] / 1.050
Q (cfs)
8.00
3-M
Hyd. No. 18 -- 10 Year

6.00
4.00
w
2.00
Q (cfs)
8.00
6.00
4.00
2.00
0.00 K I I I N 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 18 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 19
3-N
Hydrograph type = Rational Peak discharge = 5.229 cfs
Storm frequency = 10 yrs Time to peak = 8 min
Time interval = 1 min Hyd. volume = 2,510 cuft
Drainage area = 0.890 ac Runoff coeff. = 0.95*
Intensity = 6.185 in/hr Tc by TR55 = 8.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.890 x 0.95)] / 0.890
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 W '
0 2
Hyd No. 19
3-N
Hyd. No. 19 -- 10 Year
4 6 8 10 12 14
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
---X- 0.00
16
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 20
3-O
Hydrograph type = Rational Peak discharge = 2.803 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 841 cuft
Drainage area = 0.420 ac Runoff coeff. = 0.95*
Intensity = 7.026 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
" Composite (Area/C) = [(0.420 x 0.95)] / 0.420
3-O
Q (cfs) Hyd. No. 20 -- 10 Year
3.00
2.00

1.00
0.00 It
0 1 2
Hyd No. 20
Q (cfs)
3.00
2.00
1.00
0.00
3 4 5 6 7 8 9 10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 21
3-P
Hydrograph type = Rational Peak discharge = 4.872 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 1,462 cuft
Drainage area = 0.730 ac Runoff coeff. = 0.95*
Intensity = 7.026 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.730 x 0.95)] / 0.730
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 It '
0 1 2
Hyd No. 21
3-P
Hyd. No. 21 --10 Year
3 4 5 6 7 8
Q (cfs)
5.00
4.00
3.00
2.00
1.00
' X 0.00
9 10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 22
3-Q
Hydrograph type = Rational Peak discharge = 1.094 cfs
Storm frequency = 10 yrs Time to peak = 51 min
Time interval = 1 min Hyd. volume = 3,349 cuft
Drainage area = 1.830 ac Runoff coeff. 0.24*
Intensity = 2.492 in/hr Tc by TR55 = 51.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(1.820 x 0.24) + (0.010 x 0.60)] / 1.830
Q (cfs)
2.00-
1.00
3-Q
Hyd. No. 22 -- 10 Year
X ""?
Q (cfs)
2.00
1.00
0.00 W, I I I I I I I I I N 1 0.00
0 10 20 30 40 50 60 70 80 90 100 110
Hyd No. 22 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 23
2-A
Hydrograph type = Rational Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 16.430 ac Runoff coeff.
Intensity = 3.724 in/hr Tc by TR55
OF Curve = Asheville.IDF Asc/Rec limb fact
Sunday, Apr 25, 2010
= 28.15 cfs
= 26 min
= 43,912 cuft
= 0.46*
= 26.00 min
= 1/1
' Composite (Area/C) = [(5.080 x 0.95) + (11.350 x 0.24)] / 16.430
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 -a I I I I I I I I I I I I I I I I I I I I I I I 1 1 31 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52
Hyd No. 23 Time (min)
2-A
Hyd. No. 23 --10 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 25
2-C
Hydrograph type = Rational Peak discharge = 1.769 cfs
Storm frequency = 10 yrs Time to peak = 21 min
Time interval = 1 min Hyd. volume = 2,229 cuft
Drainage area = 1.180 ac Runoff coeff. = 0.36*
Intensity = 4.165 in/hr Tc by TR55 = 21.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.980 x 0.24) + (0.200 x 0.95)] / 1.180
Q (cfs)
2.00
1.00
Q (cfs)
2.00
1.00
0.00 K ' ' ' I I I I I I I I I I I I I I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42
Hyd No. 25 Time (min)
2-C
Hyd. No. 25 -- 10 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 24
2-B
Hydrograph type =Rational Peak discharge = 2.069 cfs
Storm frequency = 10 yrs Time to peak = 21 min
Time interval = 1 min Hyd. volume = 2,607 cuft
Drainage area = 1.380 ac Runoff coeff. = 0.36*
Intensity = 4.165 in/hr Tc by TR55 = 21.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
*Composite (Area/C) = [(1.140 x 0.24) + (0.240 x 0.95)] /1.380
Q (cfs)
3.00
2.00
1.00
2-B
Hyd. No. 24 -- 10 Year
Q (cfs)
3.00
2.00
1.00
0.00 -C I 1 I I I I I I I I 1 I I 1 I I I 1 1 1 N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42
Hyd No. 24 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAIDO Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 26
2-D
Hydrograph type = Rational Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 0.720 ac Runoff coeff.
Intensity = 4.165 in/hr Tc by TR55
OF Curve = Asheville.IDF Asc/Rec limb fact
Composite (Area/C) = [(0.650 x 0.24) + (0.070 x 0.95)] / 0.720
2-D
Q (cfs) Hyd. No. 26 -- 10 Year
1.00
0.90
0.80
0.70-
_
0.60
0.50
0.40
0.30
Oor
0.20
0.10
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00 ,. . I I I I I I I I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42
Time (min)
Hyd No. 26
Sunday, Apr 25, 2010
= 0.930 cfs
= 21 min
= 1,171 cuft
= 0.31*
= 21.00 min
= 1/1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 27
2-E
Hydrograph type = Rational Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 0.800 ac Runoffcoeff.
Intensity = 4.377 in/hr Tc by TR55
OF Curve = Asheville.IDF Asc/Rec limb fact
Sunday, Apr 25, 2010
= 0.945 cfs
= 19 min
= 1,078 cuft
= 0.27*
= 19.00 min
= 1/1
" Composite (Area/C) = [(0.771 x 0.24) + (0.029 x 0.95)] / 0.800
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00 If i i i i i i i i i i i i X 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
Hyd No. 27 Time (min)
2-E
Hyd. No. 27 --10 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3138 2010 by Autodesk, Inc. v9.25
Hyd. No. 28
2-F
Hydrograph type = Rational Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 2.590 ac Runoff coeff.
Intensity = 3.724 in/hr Tc by TR55
OF Curve = Asheville.IDF Asc/Rec limb fact
Sunday, Apr 25, 2010
= 2.315 cfs
= 26 min
= 3,612 cuft
= 0.24*
= 26.00 min
= 1/1
* Composite (Area/C) = [(2.590 x 0.24)] / 2.590
Q (cfs)
3.00
2.00
1.00
2-F
Hyd. No. 28 -- 10 Year
Q (cfs)
3.00
2.00
1.00
0.00 W I I I I I I I I 1 I 1 I I I I I I I I I I I I I I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52
Hyd No. 28 Time (min)
i 'I 'I II
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 29
2-G
Hydrograph type =Rational Peak discharge = 11.75 cfs
Storm frequency = 10 yrs Time to peak = 11 min
Time interval = 1 min Hyd. volume = 7
758 cuft
Drainage area = 6.240 ac Runoff coeff. ,
= 0.34*
Intensity = 5.540 in/hr Tc by TR55 = 11.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(5.390 x 0.24) + (0.850 x 0.95)] / 6.240
Q (cfs)
12.00
10.00
8.00
2-G
Hyd. No. 29 -- 10 Year

6.00
4.00

2.00
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00 r 1 1 N 0.00
0 2 4 6 8 10 12 14 16 18 20 22
Hyd No. 29 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3130 2010 by Autodesk, Inc. v9.25
Hyd. No. 30
2-H
Sunday, Apr 25, 2010
Hydrograph type = Rational Peak discharge = 1.013 cfs
Storm frequency = 10 yrs Time to peak = 8 min
Time interval = 1 min Hyd. volume = 486 cuft
Drainage area = 0.630 ac Runoff coeff. = 0.26*
Intensity = 6.185 in/hr Tc by TR55 = 8.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.590 x 0.24) + (0.040 x 0.60)) / 0.630
Q (cfs)
2.00
1.00
0.00 1
0 2
Hyd No. 30
2-H
Hyd. No. 30 -- 10 Year
4 6 8 10 12 14
Q (cfs)
2.00
1.00
N 0.00
16
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31302010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 31
2-1
Hydrograph type = Rational Peak discharge = 2.512 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 754 cuft
Drainage area = 1.490 ac Runoff coeff. = 0.24*
Intensity = 7.026 in/hr Tc by TR55 = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(1.490 x 0.24)] / 1.490
2-1
Q (cfs) Hyd. No. 31 -- 10 Year
3.00
2.00
1.00
0.00 r '
0 1 2
Hyd No. 31
i
3 4 5 6 7 8
Q (cfs)
3.00
2.00
1.00
w 0.00
9 10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 32
4-A
Hydrograph type = Rational Peak discharge = 1.535 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 461 cuft
Drainage area = 0.230 ac Runoff coeff. = 0.95*
Intensity = 7.026 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.230 x 0.95)) / 0.230
Q (cfs)
2.00
1.00
0.00 1 '
0 1 2
Hyd No. 32
4-A
Hyd. No. 32 --10 Year
3 4 5 6 7 8 9
Q (cfs)
2.00
1.00
-V 0.00
10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 33
4-B
Hydrograph type = Rational Peak discharge = 0.601 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 180 cuft
Drainage area = 0.090 ac Runoff coeff. = 0.95*
Intensity = 7.026 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.090 x 0.95)1/ 0.090
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
4-B
Hyd. No. 33 -- 10 Year
0 1
Hyd No. 33
2 3 4 5 6
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
7 8 9 10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 34
4-C
Hydrograph type = Rational Peak discharge = 0.667 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 200 cuft
Drainage area = 0.100 ac Runoff coeff. = 0.95*
Intensity = 7.026 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
" Composite (Area/C) = [(0.100 x 0.95)] / 0.100
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
4-C
Hyd. No. 34 -- 10 Year
0 1
Hyd No. 34
2 3 4 5 6
7 8 9
Q (cfs)
1.00
0.90
0.80
0.70
0.60
- V.VV
10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 35
4-D
Hydrograph type = Rational Peak discharge = 0.200 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 60 cuft
Drainage area = 0.030 ac Runoff coeff. = 0.95*
Intensity = 7.026 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.027 x 0.95)] / 0.030
Q (cfs)
0.50
0.45
0.40-
0.35
0.30
0.25
0.20
.... ........ .......... .
0.15
0.10
0.05
0.00
4-D
Hyd. No. 35 -- 10 Year
0 1
--- Hyd No. 35
2 3 4 5 6 7 8
Q (cfs)
0.50
0.45
0.40
0.35
........................
_ 0.30
0.25
0.20
0.15
0.10
0.05
0.00
9 10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 36
4-E
Hydrograph type = Rational Peak discharge = 0.500 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 150 cult
Drainage area = 0.090 ac Runoff coeff. = 0.79*
Intensity = 7.026 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
" Composite (Area/C) _ [(0.070 x 0.95) + (0.020 x 0.24)] / 0.090
Q (cfs)
0.50
0.45
0.40
0.35
..............................................
0.30
0.25
0.20
........... .......................
0.15
. .............. .......
0.10
.................. ...............
0.05
0.00
4-E
Hyd. No. 36 -- 10 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 36 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3138 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 37
4-F
Hydrograph type = Rational Peak discharge = 0.843 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 253 cuft
Drainage area = 0.200 ac Runoff coeff. = 0.6*
Intensity = 7.026 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.100 x 0.95) + (0.100 x 0.24)] / 0.200
4-F
Q (cfs) Hyd. No. 37 -- 10 Year
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 1
Hyd No. 37
2 3 4 5 6 7
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
8 9 10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 38
4-G
Hydrograph type = Rational Peak discharge = 0.964 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 289 cuft
Drainage area = 0.280 ac Runoff coeff. = 0.49*
Intensity = 7.026 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) _ [(0.100 x 0.95) + (0.180 x 0.24)] / 0.280
4-G
Q (cfs) Hyd. No. 38 -- 10 Year
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00 11 1 1 1 1 N
0 1
Hyd No. 38
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
2 3 4 5 6 7 8 9 10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 39
4-H
Hydrograph_ type = Rational Peak discharge = 1.033 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 310 cuft
Drainage area = 0.350 ac Runoff coeff. = 0.42*
Intensity = 7.026 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.090 x 0.95) + (0.260 x 0.24)] / 0.350
Q (cfs)
2.00
1.00
0.00 K
0 1 2
Hyd No. 39
4-H
Hyd. No. 39 -- 10 Year
3 4 5 6 7 8 9
Q (cfs)
2.00
1.00
-?w 0.00
10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 40
4-1
Hydrograph type = Rational Peak discharge = 1.255 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 376 cuft
Drainage area = 0.470 ac Runoff coeff. = 0.38*
Intensity = 7.026 in/hr Tc by User = 5.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
" Composite (Area/C) = [(0.090 x 0.95) + (0.380 x 0.24)] / 0.470
Q (cfs)
2.00
1.00
0.00 11 '
0 1 2
Hyd No. 40
4-1
Hyd. No. 40 -- 10 Year
3 4 5 6 7 8 9
Q (cfs)
2.00
1.00
-V 0.00
10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 41
4-J
Hydrograph type = Rational Peak discharge = 0.734 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 220 cuft
Drainage area = 0.110 ac Runoff coeff. = 0.95*
Intensity = 7.026 in/hr Tc by User = 5.00 min
IDF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
*Composite (Area/C) = [(0.110 x 0.95)]/0.110
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
4-J
Hyd. No. 41 -- 10 Year
Q (cfs)
1.00
D.90
).80
).70
).60
).50
).40
1.30
0.20
0.10
0 00
0 1
Hyd No. 41
2 3 4 5 6 7 8
9
10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 42
5
Hydrograph type = Rational Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 3.660 ac Runoff coeff.
Intensity = 3.506 in/hr Tc by TR55
OF Curve = Asheville.IDF Asc/Rec limb fact
Sunday, Apr 25, 2010
= 3.465 cfs
= 29 min
= 6,029 cuft
= 0.27*
= 29.00 min
= 1/1
* Composite (Area/C) = [(0.070 x 0.95) + (3.450 x 0.24) + (0.140 x 0.60)[ / 3.660
Q (cfs)
4.00
3.00
2.00
1.00
5
Hyd. No. 42 -- 10 Year
0.00 It '
0 10
Hyd No. 42

20 30 40 50
Q (cfs)
4.00
3.00
2.00
1.00
"-1- 0.00
60
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 43
6
Hydrograph type = Rational Peak discharge = 0.854 cfs
Storm frequency = 10 yrs Time to peak = 51 min
Time interval = 1 min Hyd. volume = 2,614 cuft
Drainage area = 1.270 ac Runoff coeff. = 0.27*
Intensity = 2.492 in/hr Tc by TR55 = 51.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.060 x 0.95) + (1.210 x 0.24)] 1 1.270
Q (cfs)
1.00
0.90
0.80
................. ....... .
0.70
0.60
0.50
0.40
......... .... ...... .
0.30
0.20 Oor
0.10
0.00
6
Hyd. No. 43 -- 10 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
0 10 20
Hyd No. 43
30 40 50 60 70 80 90 100 110
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 44
7-A
Hydrograph type = Rational Peak discharge = 1.381 cfs
Storm frequency = 10 yrs Time to peak = 9 min
Time interval = 1 min Hyd. volume = 746 cuft
Drainage area = 0.800 ac Runoff coeff. = 0.29*
Intensity = 5.952 in/hr Tc by TR55 = 9.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = f(0.740 x 0.24) + (0.060 x 0.95)] / 0.800
Q (cfs)
2.00
1.00
0.00 +c '
0 2
- Hyd No. 44
7-A
Hyd. No. 44 -- 10 Year
4 6 8 10 12 14 16
Q (cfs)
2.00
1.00
- 1 0.00
18
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 45
7-B
Hydrograph type =Rational Peak discharge = 2.734 cfs
Storm frequency = 10 yrs Time to peak = 12 min
Time interval = 1 min Hyd. volume = 1,969 cuft
Drainage area = 1.760 ac Runoff coeff. = 0.29*
Intensity = 5.358 in/hr Tc by TR55 = 12.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
*Composite (Area/C) = [(0.130 x 0.95) + (1.630 x 0.24)] /1.760
Q (cfs)
3.00
2.00
1.00
7-B
Hyd. No. 45 --10 Year
0.00 r '
0 2 4
Hyd No. 45

6 8 10 12 14
Q (cfs)
3.00
2.00
1.00
' X 0.00
16 18 20 22 24
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31DO 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 46
8
Hydrograph type = Rational Peak discharge = 5.263 cfs
Storm frequency = 10 yrs Time to peak = 11 min
Time interval = 1 min Hyd. volume = 3,474 cuft
Drainage area = 3.800 ac Runoff coeff. = 0.25*
Intensity = 5.540 in/hr Tc by TR55 = 11.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.080 x 0.95) + (3.720 x 0.24)] / 3.800
8
Q (cfs) Hyd. No. 46 -- 10 Year
6.00
5.00
4.00
3.00
2.00
1.00
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 11 1 1 1 N n nn
0 2 4
Hyd No. 46
6 8 10 12 14
16 18 20 22
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 47
9
Hydrograph type = Rational Peak discharge = 2.739 cfs
Storm frequency = 10 yrs Time to peak = 9 min
Time interval = 1 min Hyd. volume = 1,479 cuft
Drainage area = 1.770 ac Runoff coeff. = 0.26*
Intensity = 5.952 in/hr Tc by TR55 = 9.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.050 x 0.95) + (1.720 x 0.24)] / 1.770
Q (cfs)
3.00
2.00
1.00
9
Hyd. No. 47 -- 10 Year
i
0.00 it
0 2
Hyd No. 47
/I
Q (cfs)
3.00
2.00
1.00
4 6 8 10 12 14 16
N I\
3- 0.00
18
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2010 by Autodesk, Inc. v9.25 Sunday, Apr 25, 2010
Hyd. No. 48
10-A
Hydrograph type = Rational Peak discharge = 7.078 cfs
Storm frequency = 10 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 9,343 cuft
Drainage area = 6.000 ac Runoff coeff. = 0.29*
Intensity = 4.068 in/hr Tc by TR55 = 22.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
* Composite (Area/C) = [(0.410 x 0.95) + (5.590 x 0.24)] / 6.000
Q (cfs)
8.00
10-A
Hyd. No. 48 -- 10 Year

6.00
4.00

2.00

Q (cfs)
8.00
6.00
4.00
2.00
0.00 Le ' ' ' ' ' ' ' ' I I I I I I I I I I I I I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time (min)
Hyd No. 48
Hydrograph Report
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25
Hyd. No. 49
10-B
Hydrograph type = Rational Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 19.000 ac Runoff coeff.
Intensity = 3.804 in/hr Tc by TR55
OF Curve = Asheville.IDF Asc/Rec limb fact
" Composite (Area/C) = [(18.500 x 0.40) + (0.500 x 0.24)] / 19.000
10-B
Q (cfs) Hyd. No. 49 -- 10 Year
30.00
25.00
Sunday, Apr 25, 2010
= 28.91 cfs
= 25 min
= 43,367 cuft
= 0.4*
= 25.00 min
= 1/1
20.00
15.00
10.00
5.00
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 Y I I 1 I I 1 I I I I I I I I I I I I I I I I I I F- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Hyd No. 49 Time (min)
Precipitation Frequency Data Server

POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
Page 1 of
vise-
ASHEVILLE WSO AP, NORTH CAROLINA (31-0300) 35.4358 N 82.5392 W 2152 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAH, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Thu Feb 26 2009
Confidence Limits Seasonality [ Location Maps Other.fnfo. GIS data Maps, Docs Return to State Map
Precipitation Intensity Estimates (in/hr)

ARI

R

j

Fj51
30
F
60
120

Ph

6 hr
12
24
48

[?4
Z
F 0
20
30
45
-I
60
F- I
(years) min min min min hr hr hr d?1 1 ? 1 1 day 6 day
4.37 3.49 2.91 2.00 1.24 0.73 0.52 0.32 0.20 0.12 0.07 0.04 0.03 0.02 0.01 0.01 0.01 0.01
0 5.21 4.16 3.49 1 1.51 0.88 0.62 0.38 0.24 0.14 0.09 0.05 0.03 0.03 0.02 0.01 0.01 0.01
2.4
6.24 5.00 4.22 3.00 1.92 1.11 0.78 0.47 0.30 0.18 0.10 0.06 0.04 0.03 0.02 0.02 0.01 0.01
10 7.03 5.63 4.74 3.44 2.24 1.30 0.91 0.55 0.34 0.20 0.12 0.07 0.04 0.03 0.02 0.02 0.01 0.01
25 8.06 6.43 5.43 4.02 2.68 1.56 1.10 0.66 0.40 0.24 0.14 0.08 0.05 0.04 0.03 0.02 0.02 0.01
50 8.84 7.04 5.94 4.48 3.03 1.77 1.26 0.76 0.45 0.27 0.16 0.08 0.06 0.04 0.03 0.02 0.02 0.01
100 9.64 7.66 6.45 4.94 3.40 1.99 1.43 0.86 0.50 0.30 0.17 0.09 0.06 0.05 0.03 0.02 0.02 0.02
200 10.42 8.26 6.95 5.41 3.79 2.23 1.61 0.97 0.56 0.33 0.19 0.10 0.07 0.05 0.03 0.02 0.02 0.02
500 11.45 5
9.0 7.60 6.04 4.33 2.56 1.87 1. ] 3 0.63 0.38 0.21 0.1 i 0.07 0.06 0.03 0.03 0.02 0.02
1000 12.26 9.66 8.08 6.55 4.78 2.83 2.09 1.27 0.69 0.41 0.23 0.12 0.08 0.06 0.04 0.03 0.02 0.02

* These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)

F 60
'547** 5 10 15 30 60 120 3 6 12 24 48 4 7 10 20 30 45
- F-T - (years) min
min min min min min hr hr hr hr hr day day day 11 day 11 day 11 day 11 day
I I ]
F
4.86 3.88 3.24 2.22 1.38 0.81 0.58 0.36 0.22 0.13 0.08 0.04 0.03 0.02 0.02 0.01 0.01 0.01
0 5.78 4.63 3.88
1.6
2.68 8 0.98 0.70 0.42 0.26 0.16 0.09 0.05 0.03 0.03 0.02 0.01 0.01 0.01
6.94 5.55 4.68 3.33 2.13 1.23 0.87 0.52 0.32 0.19 0.11 0.06 0.04 0.03 0.02 0.02 0.01 0.01
10 7.79 6.23 5.25 3.81 2.48 1.44 1.02 0.60 0.37 0.22 0.13 0.07 0.05 0.04 0.02 0.02 0.02 0.01
25 8.92 7.11 6.01 4.45 2.96 1.73 1.23 0.73 0.44 0.26 0.15 0,0$ 0.05 0.04 0.03 0.02 0.02 0.01
50 9.78 7.78 6.57 4.95 3.35 1.96 1.40 0.83 0.49 0.29 0.17 0.09 0.06 0.05 0.03 0.02 0.02 0.02
100 10.67 8.48 7.14 5.47 3.77 2.21 1.59 0.94 0.55 0.33 0.19 0.10 0.07 0.05 0.03 0.02 0.02 0.02
200 11.57 9.17 7.72 6.00 F42-1-T-4-77] 1.80 1.07 0.61 0.36 0.21 0.11 0.07 0.05 0.03 0.03 0.02 0.02
500 12.79 10.12 8.49 6.76 4.85 6
2.8 2.10 1.25 0.70 0.41 0.23 0.12 0.08 0.06 0.04 0.03 0.02 0.02
1000 13.79 10.86 9.09 7.36 5.37 3.17 2.36 1.41 0.77 0.45 0.25 0.13 0.09 0.07 0.04 0.03 0.02 0.02
The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are greater than.
** These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
10 15 30 60 120 ? ?6 12 M24 48 4[day]F
7 20 30 45 0
min min min min hr hr hr hr ay
[dgay] day 11 day 11 day 11 day
http :llhdsc.nws.noaa. gov/cgi-binlhdse/buildout.perl?type=idf&units=us&series=pd&statename=NORTH+C... 2/26/2009
Precipitation Frequency Estimates (inches)
ARI l0 15 30 60 120 12
3 hr 6 hr h
(
ears) min T6 m5 mm mm m 24
48 hr
4 da
7 da [A] F 20 30 45 60
y
m
r da
LJ da
I ? 1 da
1 ? da
0.36 0.58 0.73 1.00 1.24 1.45 1.56 1.93 2.44 2.89 .43 3.90 4.54 5.20 7.06 8.68 11.04 13.24
0.43 0.69 0.87 1.20 1.51 1.76 1.88 2.30 2.91 4.10 4.64 5.39 6.15 8.31 10.17 12.89 15.43
?5 0.52 0.83 1.05 1.50 1.92 2.23 2.35 2.84 3.57 4.27 5.00 5.57 6.46 7.30 9.66 11.64 14.52 17.24
10 0.59 0.94 1.19 1.72 2.24 2.60 2.74 3.30 4.10 4.91 5.72 6.30 7.32 8.21 10.70 12.75 15.71 18.54
25 0.67 1.07 1.36 2.01 2.68 3.12 3.31 3.97 4.84 5.79 6.70 7.29 8.47 9.44 12.06 14.14 17.16 20.10
50 0.74 1.17 1.49 2.24 3.03
3.54
3.79 4.5
3
5.44 6.51 7.49 8.06 9.38 10.40 13.09
15.18
18.18
21.20
100 0.80 1.28 1.61 2.47 3.40 3.98 4.29 5.15 6.06 7.24 8.31 8.84 10.32 11.38 14.09 16.14 19.11 22.18
200 0.87 1.38 1.74 2.70 9 4.46
3.7 4.84 5.81 6.70 8.01 9.15 9.63 11.27 12.37 15.07 17.06 19.96 2
3.06
500 0.95 1.51 1.90 3.02 4.33 5.12 5.63 6.78 7.60 9.07 10.31 10.70 12.56 13.70 16.34 18.21 20.98 24.09
1000 1.02 1.61 2.02 3.27 4.78 5.65 6.28 7.59 8.31 9.92 11.23 11.55 13.58 14.73 17.28 19.05 21.68 24.79

I nese precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atias 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI** [XF-10 15 30 6120 F3 6 12 F24 48 F4 ]Fy] 10 20 30 45 60
(years) min min min min min hr hr hr hr day day day 11 day 11 day 11 day
O 0.41 0.65 0.81 1.11 1.38 1.61 1.74 2.13 2.67 3.13 3.70 4.17 4.86 5.52 7.47 9.14 11.58 13.94
0 0.48 0.77 0.97 1.34 1.68 1.95 2.09 2.53 3.18 3.76 4.42 4.96 5.78 6.54 8.79 10.72 13.54 16.24
0.58 0.93 1.17 1.66 2.13 2.47 2.61 3.12 3.90]F4 63 5.39 5.96 6.93 7.77 10.22 12.27 15.26 18.14
10 0.65 1.04 1.31 1.90 2.48 2.88 3.05 3.62 4.47 5.31 6.16 6.74 7.84 8.72 11.31 13.43 16.50 19.52
25
50
100
200 0.96 3 1.93 3.00 4.21 4.95 5.39 6.40 7.36 8.65 9.88 10.34 12.07 1
1.5 3.17 15.96 18.02 21.02 24.33
500 1.07 1,69 2.12 3.38 4.85 5.71 6.32 7.51 8.40 9.82 11.15 11.51 13.49 14.63 17.35 19.26 22.13 25.44
1000 1.15 1.81 2.27 3.68 5.37 6.35 7.09 8.46 9.25 10.76 12.17 12.46 14.62 15.79 18.40 20.18 22.90 26.22
The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are greater than.
** These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
F 2
5
10
25
E50
100
0.74 1.19 1.50 2.22 2.96 3.46 3.68 4.35 5.28 6.26 7.21 7.79 9.06 10.02 12.75 14.90 18.03 21.17
0.81 1.30 1.64 2.47 3.35 3.92 4.21 4.97 5.94 7.04 8.07 8.63 10.05 11.05 13.85 15.99 19.11 22.33
0.89 1.41 1.79 2.74 3.77 4.42 4.78 5.66 6.62 7.82 8.96 9.48 11.04 12.10 14.91 17.03 20.11 23.37
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
6 2 24 P41 ?4 ?7
rhr]F
10 15 30 60 [gM1n F
r r day day
mm mm mm mm mm r r h
).33 0.53 0.66 0.90 1.12 1.31 1.40 1.77 2.25 2.68 3.20 3.63 4.24
?.39 0.63 0.79 1.09 1.37 1.59 1.69 2.10 2.68 3.21 3.81 4.33 5.04
10 11 20 11 30 11 45 11 60
90J 6.68 118 4 J 10.50 12.62
79 7.86 9.66 12.27 14.71
0.47 0.75 0.95 1.35 1.73 2.00 2.11 2.59 3.28 3.95 4.65 5.19 6.04 6.88 9.13 11.06 13.81 16.43
0.53 0.84 1.06 1.54 2.01 2.32 2.46 2.99 3.76 4.53 5.30 5.87 6.82 7.73 10.11 12.09 14.94 17.66
1.21 1.79 2.39 2.77 2.94 113 4.41115 33 116 116 117 118 11.38 13.39 16.31 19.12
1.32 1.99 2.69 3.12 3.34 4.05 4.94 5.97 6.90 7.46 8.70 9.73 12.32 14.35 17.26 20.15
1.42 2.18 3.00 3.49 3.75 4.55 5.47 6.61 7.63 8-J- 9.53 10.61 13.24 15.23 18.14 2,.05
Precipitation Frequency Data Server Page 1 of
' POINT PRECIPITATION``,
FREQUENCY ESTIMATES }? __ E=
?` FROM NOAA ATLAS 14
ASHEVILLE WSO AP, NORTH CAROLINA (31-0300) 35.4358 N 82.5392 W 2152 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parcybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland. 2004
Extracted: Thu Feb 26 2009
Confidence Limits. 11 Seasonality J[; Location Maps 1 Other Info. _GIS data . Maps I ,Does _Return to State Map
http://hdsc.nws.noaa.gov/cgi-binlhdsclbuildout.perl?type=pf&units=us&series=pd&statename=NORTH+C... 2/26/2009
Hydrograph Return Period Ry to
y raflow rographs Extension for AutoCAD®Civil 3138 2010 by Autodesk, Inc. v9.25
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph

No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 Rational --- 48.88 59.66 ---- 76.16 89.19 107.27 121.65 137.03 Drainage to Pond 1
2 Reservoir 1 0.407 0.692 --- 3.321 7.967 29.46 46.33 64.25 Pond l
4 Rational ------ 27.27 32.86 - - 40.91 46.91 54.82 61.09 67.36 Drainage to Pond 2
5 Reservoir 4 2.607 3.414 ----- 9.173 15.85 24.19 29.73 34.39 Pond 2
7 Rational -- 5.530 6.603 --- 7.963 8.988 10.31 11.33 12.34 Channel #2
8 Rational ---- 2.371 2.833 --- 3.431 3.878 4.452 4.898 5.337 Channel #1
Proj. file: Ponds 1 & 2.gpw Monday, Apr 26, 2010
Hyd rog ra p h Summary Re plytl aflow Hydrographs Extension for AutoCAD® Civil 31302010 by Autodesk, Inc. v9.25
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
Peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
Description
1 Rational 59.66 1 68 243,408 -- -- ----- Drainage to Pond 1
2 Reservoir 0.692 1 135 73,042 1 2055.72 240,954 Pond 1
4 Rational 32.86 1 30 59,156 --- -- --- Drainage to Pond 2
5 Reservoir 3.414 1 57 50,809 4 2057.21 54,645 Pond 2
7 Rational 6.603 1 8 3,169 ---- -- ----- Channel #2
8 Rational 2.833 1 10 1,700 ---- -- ---- Channel #1
Ponds 1 & 2.gpw Return Period: 2 Year Monday, Apr 26, 2010
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 1
Drainage to Pond 1
Hydrograph type = Rational Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 105.630 ac Runoff coeff.
Intensity = 1.378 in/hr Tc by User
OF Curve = Asheville.IDF Asc/Rec limb fact
Monday, Apr 26, 2010
= 59.66 cfs
= 68 min
= 243,408 cuft
= 0.41
= 68.00 min
= 1/1
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 It ' ' ' I I I I I I 1 0.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
Hyd No. 1 Time (min)
Drainage to Pond 1
Hyd. No. 1 -- 2 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Apr 26, 2010
Hyd. No. 2
Pond 1
Hydrograph type = Reservoir Peak discharge = 0.692 cfs
Storm frequency = 2 yrs Time to peak = 135 min
Time interval = 1 min Hyd. volume = 73,042 cuft
Inflow hyd. No. = 1 - Drainage to Pond 1 Max. Elevation = 2055.72 ft
Reservoir name = Pond 1 Max. Storage = 240,954 cuft
Storage Indication method used.
Pond 1
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00
40.00
30.00 30.00
20.00 _ 20.00
10.00 10.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 2 Hyd No. 1 Total storage used = 240,954 cult
Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Apr 26, 2010
Pond No.1 - Pond 1
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 2052.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft)
0.00 2052.00 57,378 0 0
2.00 2054.00 64,910 122,288 122,288
4.00 2056.00 72,901 137,811 260,098
6.00 2058.00 80,378 153,279 413,377
8.00 2060.00 87,727 168,105 581,482
Culvert / Orifice Structures
[A] [B] [C] [PrfRsr]
Rise (in) = 36.00 3.50 12.00 0.00
Span (in) = 36.00 3.50 12.00 0.00
No. Barrels = 10 10 10 0
Invert El. (ft) = 2051.00 2052.00 2055.50 0.00
Length (ft) = 50.00 0.00 0.00 0.00
Slope (%) = 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No Weir Structures
[A] [B]
Crest Len (ft) = 16.00 13.00
Crest El. (ft) = 2057.00 2058.00
Weir Coeff. = 30 3.00
Weir Type = 1 Broad
Multi-Stage = Yes No

Exfil.(in/hr) = 0 (by Contour)
TW Elev. (ft) = 0.00
[C] [D]
0.00 0.00
0.00 0.00
3.33 3.33
- --
No No
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 2052.00 0.00 0.00 0.00 - 0.00 0.00 - - - - 0.000
0.20 12,229 2052.20 7.16 is 0.08 is 0.00 -- 0.00 0.00 --- - -- - 0.075
0.40 24,458 2052.40 7.16 is 0.16 is 0.00 - 0.00 0.00 -- - - - 0.162
0.60 36,686 2052.60 7.16 is 0.22 is 0.00 -- 0.00 0.00 - -- -- --- 0.217
0.80 48,915 2052.80 7.16 is 0.26 is 0.00 -- 0.00 0.00 - -- -- --- 0.260
1.00 61,144 2053.00 7.16 is 0.30 is 0.00 - 0.00 0.00 - 0.297
1.20 73,373 2053.20 7.16 is 0.33 is 0.00 --- 0.00 0.00 -- -- - - 0.330
1.40 85,601 2053.40 7.16 is 0.36 is 0.00 - 0.00 0.00 - -- - - 0.360
1.60 97,830 2053.60 7.16 is 0.39 is 0.00 - 0.00 0.00 - -- - - 0.388
1.80 110,059 2053.80 7.16 is 0.41 is 0.00 - 0.00 0.00 - -- - -- 0.414
2.00 122,288 2054.00 7.16 is 0.44 is 0.00 - 0.00 0.00 -- -- - - 0.438
2.20 136,069 2054.20 7.16 is 0.46 is 0.00 -- 0.00 0.00 - -- - - 0.461
2.40 149,850 2054.40 7.16 is 0.48 is 0.00 -- 0.00 0.00 - - - --- 0.483
2.60 163,631 2054.60 7.16 is 0.50 is 0.00 - 0.00 0.00 - -- -- -- 0.504
2.80 177,412 2054.80 7.16 is 0.52 is 0.00 - 0.00 0.00 - -- -- -- 0.524
3.00 191,193 2055.00 7.16 is 0.54 is 0.00 -- 0.00 0.00 - -- - --- 0.543
3.20 204,974 2055.20 7.16 is 0.56 is 0.00 -- 0.00 0.00 -- - - -- 0.562
3.40 218,755 2055.40 7.16 is 0.58 is 0.00 -- 0.00 0.00 - - - -- 0.580
3.60 232,536 2055.60 7.16 is 0.60 is 0.04 is - 0.00 0.00 - -- - -- 0.642
3.80 246,317 2055.80 7.16 is 0.61 is 0.37 is -- 0.00 0.00 -- -- -- - 0.987
4.00 260,098 2056.00 7.16 is 0.63 is 0.95 is --- 0.00 0.00 - - - - 1.577
4.20 275,426 2056.20 7.16 is 0.65 is 1.69 is - 0.00 0.00 --- -- - --- 2.335
4.40 290,754 2056.40 7.16 is 0.66 is 2.41 is - 0.00 0.00 - - - --- 3.077
4.60 306,082 2056.60 7.16 is 0.68 is 2.93 is - 0.00 0.00 - - - -- 3.608
4.80 321,410 2056.80 7.16 is 0.69 is 3.38 is -- 0.00 0.00 -- - - -- 4.076
5.00 336,738 2057.00 7.16 is 0.71 is 3.78 is -- 0.00 0.00 -- -- - -- 4.490
5.20 352,066 2057.20 9.35 is 0.72 is 4.14 is -- 4.29 0.00 - -- - --- 9.157
5.40 367,394 2057.40 17.51 oc 0.70 is 4.47 is --- 12.14 0.00 -- - - -- 17.31
5.60 382,722 2057.60 27.77 oc 0.64 is 4.78 is - 22.31 0.00 - -- - - 27.74
5.80 398,050 2057.80 40.01 oc 0.59 is 5.07 is -- 34.35 0.00 -- -- - -- 40.01
6.00 413,377 2058.00 53.89 oc 0.54 is 5.35 is -- 48.00 0.00 -- - - -- 53.89
6.20 430,188 2058.20 68.38 is 0.41 is 4.87 is - 63.09 3.49 -- -- - - 71.87
6.40 446,998 2058.40 76.16 is 0.30 is 3.57 is -- 72.29 s 9.86 - -- -- -- 86.02
6.60 463,809 2058.60 79.54 is 0.26 is 3.02 is -- 76.26s 18.13 - - - -- 97.67
6.80 480,619 2058.80 82.10 is 0.22 is 2.62 is - 79.25s 27.91 -- - --- --- 110.00
7.00 497,430 2059.00 84.22 is 0.20 is 2.31 is --- 81.71 s 39.00 - -- - - 123.22
Continues on next page...
Pond 1
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A
ft Cuft ft cfs
7.20 514,240 2059.20 86.09 is
7.40 531,051 2059.40 87.79 is
7.60 547,861 2059.60 89.37 is
7.80 564,672 2059.80 90.86 is
8.00 581,482 2060.00 92.28 is
...End
Clv B Civ C PrfRsr Wr A Wr B Wr C
cfs cfs cfs cfs cfs cfs
0.18 is 2.07 is - 83.84s 51.26 --
0.16 is 1.87 is - 85.76s 64.60 -
0.15 is 1.71 is -- 87.51 s 78.94 -
0.13 is 1.57 is -- 89.16s 94.19 -
0.12 is 1.45 is --- 90.71 s 110.31 ---
Wr D Exfil User Total
cfs cfs cfs cfs
- - -- - 137.35
-- -- - 152.38
-- -- - 168.30
-- - - 185.05
-- --- -- 202.59
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 4
Drainage to Pond 2
Hydrograph type = Rational Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 33.260 ac Runoff coeff.
Intensity = 2.410 in/hr Tc by User
OF Curve = Asheville.IDF Asc/Rec limb fact
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' 1 N! 0 00
0 10
Hyd No. 4
Drainage to Pond 2
Hyd. No. 4 -- 2 Year
Monday, Apr 26, 2010
= 32.86 cfs
= 30 min
= 59,156 cuft
= 0.41
= 30.00 min
= 1/1
20
30
40
50
60
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Apr 26, 2010
Hyd. No. 5
Pond 2
Hydrograph type = Reservoir Peak discharge = 3.414 cfs
Storm frequency = 2 yrs Time to peak = 57 min
Time interval = 1 min Hyd. volume = 50,809 cuft
Inflow hyd. No. = 4 - Drainage to Pond 2 Max. Elevation = 2057.21 ft
Reservoir name = Pond 2 Max. Storage = 54,645 cuft
Storage Indication method used.
Q (cfs
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 I 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 5 Hyd No. 4 IT- Total storage used = 54,645 cult
Pond Report
Hydraflow Hydrographs Extension for AutoCAD@ Civil 3DO 2010 by Autodesk, Inc. v9.25 Monday, Apr 26, 2010
Pond No. 2 - Pond 2
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 2055.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 2055.00 22,089 0 0
1.00 2056.00 24,387 23,238 23,238
2.00 2057.00 26,789 25,588 48,826
3.00 2058.00 29,295 28,042 76,868
4.00 2059.00 31,905 30,600 107,468
5.00 2060.00 34,275 33,090 140,558
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 36.00 2.50 12.00 Inactive Crest Len (ft) = 16.00 13.00 Inactive Inactive
Span (in) = 36.00 2.50 12.00 0.00 Crest El. (ft) = 2057.35 2058.35 0.00 0.00
No. Barrels = 10 10 10 0 Weir Coeff. = 30 3.00 3.33 3.33
Invert El. (ft) = 2054.50 2055.00 2056.30 0.00 Weir Type = 1 Broad - -
Length (ft) = 45.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 1.11 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0 (by Wet area)
Multistage = n/a Yes Yes No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 2055.00 0.00 0.00 0.00 --- 0.00 0.00 -
0.10 2,324 2055.10 1.91 is 0.02 is 0.00 --- 0.00 0.00 -
0.20 4,648 2055.20 1.91 is 0.05 is 0.00 -- 0.00 0.00 --
0.30 6,971 2055.30 1.91 is 0.07 is 0.00 -- 0.00 0.00 --
0.40 9,295 2055.40 1.91 is 0.09 is 0.00 --- 0.00 0.00 -
0.50 11,619 2055.50 1.91 is 0.10 is 0.00 -- 0.00 0.00 -
0.60 13,943 2055.60 1.91 is 0.12 is 0.00 - 0.00 0.00 --
0.70 16,267 2055.70 1.91 is 0.13 is 0.00 -- 0.00 0.00 -
0.80 18,590 2055.80 1.91 is 0.14 is 0.00 -- 0.00 0.00 --
0.90 20,914 2055.90 1.91 is 0.15 is 0.00 0.00 0.00 -
1.00 23,238 2056.00 1.91 is 0.16 is 0.00 -- 0.00 0.00 --
1.10 25,797 2056.10 1.91 is 0.16 is 0.00 -- 0.00 0.00 -
1.20 28,356 2056.20 1.91 is 0.17 is 0.00 -- 0.00 0.00 -
1.30 30,914 2056.30 1.91 is 0.18 is 0.00 --- 0.00 0.00 --
1.40 33,473 2056.40 1.91 is 0.19 is 0.04 is -- 0.00 0.00 -
1.50 36,032 2056.50 1.91 is 0.19 is 0.18 is -- 0.00 0.00 ---
1.60 38,591 2056.60 1.91 is 0.20 is 0.37 is --- 0.00 0.00 -
1.70 41,150 2056.70 1.91 is 0.21 is 0.65 is -- 0.00 0.00 --
1.80 43,708 2056.80 1.91 is 0.21 is 0.97 is --- 0.00 0.00 --
1.90 46,267 2056.90 1.91 is 0.22 is 1.30 is - 0.00 0.00 --
2.00 48,826 2057.00 1.91 is 0.23 is 1.69 is - 0.00 0.00 -
2.10 51,630 2057.10 2.30 is 0.23 is 2.05 is --- 0.00 0.00 --
2.20 54,434 2057.20 2.77 is 0.24 is 2.41 is - 0.00 0.00 --
2.30 57,239 2057.30 2.94 is 0.24 is 2.67 is --- 0.00 0.00 --
2.40 60,043 2057.40 3.71 is 0.24 is 2.93 is - 0.53 0.00 -
2.50 62,847 2057.50 6.28 is 0.24 is 3.16 is -- 2.79 0.00 --
2.60 65,651 2057.60 9.69 is 0.23 is 3.38 is - 6.04 0.00 -
2.70 68,455 2057.70 13.81 is 0.22 is 3.59 is -- 9.97 0.00 -
2.80 71,260 2057.80 18.57 oc 0.20 is 3.78 is - 14.53 0.00 -
2.90 74,064 2057.90 23.82 oc 0.18 is 3.97 is - 19.62 0.00 --
3.00 76,868 2058.00 28.78 oc 0.15 is 3.38 is -- 25.15 0.00 --
3.10 79,928 2058.10 31.91 oc 0.12 is 2.73 is --- 29.06s 0.00 -
3.20 82,988 2058.20 35.69 oc 0.11 is 2.61 is - 32.96s 0.00 ---
3.30 86,048 2058.30 39.09 oc 0.11 is 2.49 is -- 36.49s 0.00 ---
3.40 89,108 2058.40 42.15 oc 0.10 is 2.37 is --- 39.67s 0.43 ---
--- - -- 0.000
-- -- 0.018
- -- - 0.051
-- 0.073
-- -- 0.089
- -- - 0.103
-- -- -- 0.116
-- -- -- 0.127
-- - - 0.137
0.146
- --- 0.155
-- - -- 0.164
-- -- 0.172
--- - - 0.179
- 0.231
-- -- - 0.372
--- - - 0.573
- -- 0.853
-- - --- 1.179
-- - --- 1.522
- - -- 1.914
-- 2.284
- - - 2.651
- - -- 2.916
--- - - 3.705
-- -- -- 6.186
-- --- - 9.647
-- - -- 13.78
- -- - 18.52
- -- - 23.77
-- -- 28.68
-- - -- 31.91
-- -- -- 35.69
-- - - 39.09
-- -- - 42.58
Continues on next page
Pond 2
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrFRsr Wr A Wr B Wr C Wr D Exfil User Total
ft Cuft ft cfs cfs cfs cfs cfs cfs cfs Cfs cfs cfs cfs
3.50 92,168 2058.50 44.94 oc 0.10 is 2.25 is - 42.58s 2.26 -- --- - - 47
20
3.60 95,228 2058.60 47.51 oc 0.09 is 2.14 is -- 45.27s 4.90 -- .
--- - - 52
41
3.70 98,288 2058.70 49.86 oc 0.09 is 2.04 is - 47.73s 8.10 - .
-- - - 57
96
3.80 101,348 2058.80 52.05 oc 0.08 is 1.95 is - 50.01 s 11.81 -- .
--- - -- 63
85
3.90 104,408 2058.90 54.09 oc 0.08 is 1.86 is -- 52.15s 15.94 - .
-- - - 70
03
4.00 107,468 2059.00 56.01 oc 0.08 is 1.78 is -- 54.14s 20.43 --- .
--- - - 76
43
4.10 110,777 2059.10 57.84 oc 0.07 is 1.70 is - 56.06s 25.33 - .
-- -- - 83
17
4.20 114,086 2059.20 59.11 is 0.07 is 1.62 is - 57.41s 30.55 - .
-- - --- 89
65
4.30 117,395 2059.30 60.25 is 0.07 is 1.54 is --- 58.64s 36.11 - .
- - - 96
35
4.40 120,704 2059.40 61.35 is 0.06 is 1.47 is - 59.80s 41.95 - .
- - -- 103
28
4.50 124,013 2059.50 62.41 is 0.06 is 1.40 is - 60.93s 48.09 - .
- - - 110
48
4.60 127,322 2059.60 63.44 is 0.06 is 1.34 is -- 62.04s 54.57 -- .
- - - 118
01
4.70 130,631 2059.70 64.44 is 0.06 is 1.28 is -- 63.08s 61.23 - .
- -- - 125
65
4.80 133,940 2059.80 65.41 is 0.05 is 1.23 is -- 64-10s 68.16 - .
-- - - 133
55
4.90 137,249 2059.90 66.36 is 0.05 is 1.19 is - 65.11 s 75.32 - .
-- --- -- 141
67
5.00 140,558 2060.00 67.28 is 0.05 is 1.15 is -- 66.08s 82.65 - .
-- -- --- 149.92
...End
Hyd rog ra p h Summary Re p9yld aflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
Peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
Description
1 Rational 89.19 1 68 363,902 --- ----- Drainage to Pond 1
2 Reservoir 7.967 1 130 174,410 1 2057.16 348,803 Pond 1
4 Rational 46.91 1 30 84,438 --- ---- Drainage to Pond 2
5 Reservoir 15.85 1 50 75,892 4 2057.73 69,356 Pond 2
7 Rational 8.988 1 8 4,314 ----- -- ---- Channel #2
8 Rational 3.878 1 10 2,327 ----- -- Channel #1
Ponds 1 & 2.gpw Return Period: 10 Year Monday, Apr 26, 2010
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 1
Drainage to Pond 1
Hydrograph type = Rational Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 105.630 ac Runoff coeff.
Intensity = 2.059 in/hr Tc by User
OF Curve = Asheville.IDF Asc/Rec limb fact
Monday, Apr 26, 2010
= 89.19 cfs
= 68 min
= 363,902 cuft
= 0.41
= 68.00 min
= 1/1
Drainage to Pond 1
Q (cfs) Hyd. No. 1 --10 Year
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 r I I 1 1 1 1 I .
0 10 20 30 40 50 60 70 80
Hyd No. 1
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
I I I 1 1 Z I 0.00
90 100 110 120 130 140
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2010 by Autodesk, Inc. v9.25 Monday, Apr 26, 2010
Hyd. No. 2
Pond 1
Hydrograph type = Reservoir Peak discharge = 7.967 cfs
Storm frequency = 10 yrs Time to peak = 130 min
Time interval = 1 min Hyd. volume = 174,410 cuft
Inflow hyd. No. = 1 - Drainage to Pond 1 Max. Elevation = 2057.16 ft
Reservoir name = Pond 1 Max. Storage = 348,803 cuft
Storage Indication method used.
Q (cfs)
90.00 90.00
80
00
. 80.00
70
00 _
. 70.00
60
00
. 60.00
50
00 _
. 50.00
40
00
. 40.00
30
00
. 30.00
20
00 _
. 20.00
10
00
. 10.00
0.00 n nn
0 300
Hyd No. 2
Pond 1
Hyd. No. 2 -- 10 Year Q (cfs)
600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 1 I Total storage used = 348,803 CA
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Apr 26, 2010
Hyd. No. 4
Drainage to Pond 2
Hydrograph type = Rational Peak discharge = 46.91 cfs
Storm frequency = 10 yrs Time to peak = 30 min
Time interval = 1 min Hyd. volume = 84,438 cuft
Drainage area = 33.260 ac Runoff coeff. = 0.41
Intensity = 3.440 in/hr Tc by User = 30.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
Q (cfs) Drainage to Pond 2
Hyd. No. 4 -- 10 Year
50.00
40.00
30.00
20.00
10.00
0.00 it '
0 10
Hyd No. 4
20 30 40 50
Q (cfs)
50.00
40.00
30.00
20.00
10.00
--X- 0.00
60
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Apr 26, 2010
Hyd. No. 5
Pond 2
Hydrograph type = Reservoir Peak discharge = 15.85 cfs
Storm frequency = 10 yrs Time to peak = 50 min
Time interval = 1 min Hyd. volume = 75,892 cuft
Inflow hyd. No. = 4 - Drainage to Pond 2 Max. Elevation = 2057.73 ft
Reservoir name = Pond 2 Max. Storage = 69,356 cuft
Storage Indication method used.
Q (cfs)
50.00
40.00
30.00
20.00
10.00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 - . -- ' -,---.o ? 0.00
0 60 120 180 240 300 360 420 480 540 600 660 720 780 840
Hyd No. 5 - Hyd No. 4 Total storage used = 69,356 cult Time (min)
Pond 2
Hyd. No. 5 -- 10 Year
H yd rog ra p h Summary Re Kyd eflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk. Inc. v9.25
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
Peak
(min) Hyd.
volume
(tuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(tuft) Hydrograph
Description
1 Rational 107.27 1 68 437,650 -- --- Drainage to Pond 1
2 Reservoir 29.46 1 117 247,342 1 2057.63 385,108 Pond 1
4 Rational 54.82 1 30 98,674 -- -- ---- Drainage to Pond 2
5 Reservoir 24.19 1 47 90,114 4 2057.91 74,210 Pond 2
7 Rational 10.31 1 8 4,948 -- Channel #2
8 Rational 4.452 1 10 2,671 -- -- -- Channel #1
Ponds 1 & 2.gpw Return Period: 25 Year Monday, Apr 26, 2010
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 1
Drainage to Pond 1
Hydrograph type = Rational Peak discharge
Storm frequency = 25 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 105.630 ac Runoff coeff.
Intensity = 2.477 in/hr Tc by User
OF Curve = Asheville.IDF Asc/Rec limb fact
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00 If I I I I 1 I I I
0 10 20 30 40 50 60 70 80
Hyd No. 1
Drainage to Pond 1
Hyd. No. 1 -- 25 Year
Monday, Apr 26, 2010
= 107.27 cfs
= 68 min
= 437,650 cult
= 0.41
= 68.00 min
= 1/1
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00
90 100 110 120 130 140
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Apr 26, 2010
Hyd. No. 2
Pond 1
Hydrograph type = Reservoir Peak discharge = 29.46 cfs
Storm frequency = 25 yrs Time to peak = 117 min
Time interval = 1 min Hyd. volume = 247,342 cuft
Inflow hyd. No. = 1 - Drainage to Pond 1 Max. Elevation = 2057.63 ft
Reservoir name = Pond 1 Max. Storage = 385,108 cuft
Storage Indication method used.
Q (cfs
120.00
100.00
80.00
60.00
40.00
20.00
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 2 Hyd No. 1 ITTTT' = Total storage used = 385,108 cult
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 4
Drainage to Pond 2
Hydrograph type = Rational Peak discharge
Storm frequency = 25 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 33.260 ac Runoff coeff.
Intensity = 4.020 in/hr Tc by User
OF Curve = Asheville.IDF Asc/Rec limb fact
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 W '
0 10
Hyd No. 4
Drainage to Pond 2
Hyd. No. 4 -- 25 Year
Monday, Apr 26, 2010
= 54.82 cfs
= 30 min
= 98,674 cuft
= 0.41
= 30.00 min
= 1/1
20 30 40 50
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
N 0.00
60
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Apr 26, 2010
Hyd. No. 5
Pond 2
Hydrograph type = Reservoir Peak discharge = 24.19 cfs
Storm frequency = 25 yrs Time to peak = 47 min
Time interval = 1 min Hyd. volume = 90,114 cuft
Inflow hyd. No. = 4 - Drainage to Pond 2 Max. Elevation = 2057.91 ft
Reservoir name = Pond 2 Max. Storage = 74,210 cuft
Storage Indication method used.
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 , ' 0.00
0 60 120 180 240 300 360 420 480 540 600
Hyd No. 5 Hyd No. 4 Total storage used = 74,210 cult Time (min)
Pond 2
Hyd. No. 5 -- 25 Year
H yd rog ra p h Summary Re p9yd aflow Hydrographs Extension for AutoCADO Civil 3D@2010 by Autodesk, Inc. v9.25
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
Peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
Description
1 Rational 137.03 1 68 559,086 --- ---- ---- Drainage to Pond 1
2 Reservoir 64.25 1 104 368,544 1 2058.12 423,173 Pond 1
4 Rational 67.36 1 30 121,257 --- - Drainage to Pond 2
5 Reservoir 34.39 1 45 112,680 4 2058.17 81,939 Pond 2
7 Rational 12.34 1 8 5,922 --- ---- Channel #2
8 Rational 5.337 1 10 3,202 --- ---- -- Channel #1
Ponds 1 & 2.gpw Return Period: 100 Year Monday, Apr 26, 2010
Hydrograph Report.
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 1
Drainage to Pond 1
Hydrograph type = Rational Peak discharge
Storm frequency = 100 yrs Time to peak
Time interval = 1 min Hyd. volume
Drainage area = 105.630 ac Runoff coeff.
Intensity = 3.164 in/hr Tc by User
OF Curve = Asheville.IDF Asc/Rec limb fact
Drainage to Pond 1
Q (cfs)
Hyd. No. 1 -- 100 Year
140.00
120.00
Monday, Apr 26, 2010
= 137.03 cfs
= 68 min
= 559,086 cult
= 0.41
= 68.00 min
= 1/1
100.00
80.00
60.00
40.00
20.00
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00 j' ' ' ' I I I I I I I I I I 1 0.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (min)
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Apr 26, 2010
Hyd. No. 2
Pond 1
Hydrograph type = Reservoir Peak discharge = 64.25 cfs
Storm frequency = 100 yrs Time to peak = 104 min
Time interval = 1 min Hyd. volume = 368,544 cuft
Inflow hyd. No. = 1 - Drainage to Pond 1 Max. Elevation = 2058.12 ft
Reservoir name = Pond 1 Max. Storage = 423,173 cuft
Storage Indication method used.
Pond 1
Q (cfs) Q (cfs)
Hyd. No. 2 -- 100 Year
140.00 140.00
120.00 120.00
100.00
100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080
H d No. 2 - H d No. 1 Time (min)
Y y ?? Total storage used = 423,173 cult
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Apr 26, 2010
Hyd. No. 4
Drainage to Pond 2
Hydrograph type = Rational Peak discharge = 67.36 cfs
Storm frequency = 100 yrs Time to peak = 30 min
Time interval = 1 min Hyd. volume = 121,257 cuft
Drainage area = 33.260 ac Runoff coeff. = 0.41
Intensity = 4.940 in/hr Tc by User = 30.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 y
0 10
Hyd No. 4
Drainage to Pond 2
Hyd. No. 4 -- 100 Year
20 30 40 50
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
N 0.00
60
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Monday, Apr 26, 2010
Hyd. No. 5
Pond 2
Hydrograph type = Reservoir Peak discharge = 34.39 cfs
Storm frequency = 100 yrs Time to peak = 45 min
Time interval = 1 min Hyd. volume = 112,680 cuft
Inflow hyd. No. = 4 - Drainage to Pond 2 Max. Elevation = 2058.17 ft
Reservoir name = Pond 2 Max. Storage = 81,939 cuft
Storage Indication method used.
Q (cfs)
-7n nn
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
n nn
0 60 120 180 240 300 360 420 480
H d No. 5 -- H d No. 4 Time (min)
Y y ?y Total storage used = 81,939 cult
Pond 2
Hyd. No. 5 -- 100 Year
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3M2010 by Autodesk, Inc. v9.25 Monday, Apr 26, 2010
Hyd. No. 8
Channel #1
Hydrograph type = Rational Peak discharge = 3.878 cfs
Storm frequency = 10 yrs Time to peak = 10 min
Time interval = 1 min Hyd. volume = 2,327 cuft
Drainage area = 2.180 ac Runoff coeff. = 0.31
Intensity = 5.738 in/hr Tc by User = 10.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
Channel #1
Q (cfs) Hyd. No. 8 -- 10 Year
4.00
3.00
2.00
1.00
0.00 it '
0 2
Hyd No. 8
4 6 8 10 12 14 16 18
Q (cfs)
4.00
3.00
2.00
1.00
-1 0.00
20
Time (min)
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc.
Channel #1
Trapezoidal
Bottom Width (ft) = 20.00
Side Slopes (z:1) = 5.00, 5.00
Total Depth (ft) = 1.00
Invert Elev (ft) = 2052.00
Slope (%) = 0.50
N-Value = 0.035
Calculations
Compute by: Known Q
Known Q (cfs) = 3.88
Elev (ft)
2054.00 -,
2053.50
2053.00
2052.50
2052.00
2051.50
Section
Monday, Apr 26 2010
Highlighted
Depth (ft) = 0.20
Q (cfs) = 3.880
Area. (sqft) = 4.20
Velocity (ft/s) = 0.92
Wetted Perim (ft) = 22.04
Crit Depth, Yc (ft) = 0.11
Top Width (ft) = 22.00
EGL (ft) = 0.21
5 10 15 20 25 30
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
0.00
-0.50
35 40
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2010 by Autodesk, Inc. v9.25 Monday, Apr 26, 2010
Hyd. No. 7
Channel #2
Hydrograph type = Rational Peak discharge = 8.988 cfs
Storm frequency = 10 yrs Time to peak = 8 min
Time interval = 1 min Hyd. volume = 4,314 cuft
Drainage area = 2.480 ac Runoff coeff. = 0.586
Intensity = 6.185 in/hr Tc by User = 8.00 min
OF Curve = Asheville.IDF Asc/Rec limb fact = 1/1
Q (cfs)
10.00
8.00
6.00
4.00
2.00
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00 a ?- 0.00
0 2 4 6 8 10 12 14 16
Hyd No. 7 Time (min)
Channel #2
Hyd. No. 7 -- 10 Year
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc.
Channel #2
Trapezoidal
Bottom Width (ft) = 5.00
Side Slopes (z:1) = 5.00, 5.00
Total Depth (ft) = 2.00
Invert Elev (ft) = 2058.00
Slope (%) = 0.05
N-Value = 0.027
Calculations
Compute by: Known Q
Known Q (cfs) = 8.99
Elev
2061.00
2060.50
2060.00
2059.50
2059.00
2058.50
2058.00
2057.50
Monday, Apr 26 2010
Highlighted
Depth (ft) = 0.99
Q (cfs) = 8.990
Area (sqft) = 9.85
Velocity (fUs) = 0.91
Wetted Perim (ft) = 15.10
Crit Depth, Yc (ft) = 0.41
Top Width (ft) = 14.90
EGL (ft) = 1.00
0 5 10 15 20
Reach (ft)
25 30
35
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
0.00
-0.50
Report of Geotechnical Investigation
Asheville Regional Airport - Area 4
Fletcher, North Carolina
F&R Project No.: 70L-0098
Prepared For:
Charah, Inc.
Unit M, Suite 100
307 Townepark Circle
Louisville, Kentucky 40243
By:
Froehling & Robertson, Inc.
503 Sweeten Creek Industrial Park
Asheville, North Carolina 28803
January 19, 2010
SINCE FROEHLING & ROBERTSON, INC.
Engineering* Environmental • Geotechnical
NC Engineering License # F-0266
Q? 503 Sweeten Creek Industrial Park
?JC Asheville, North Carolina 28803-15301 USA
T 828.274.0742 1 F 828.274.8917
O
1881
January 19, 2010
Charah, Inc.
Mr. Bobby Raia
Unit M, Suite 100
307 Townepark Circle
Louisville, Kentucky 40243
Subject: Report of Geotechnical Investigation
Asheville Regional Airport - Area 4
Fletcher, North Carolina
F&R Project No.: 70L-0098
Dear Mr. Raia:
Froehling and Robertson, Inc. (F&R) has completed the geotechnical investigation for the
above-referenced project in Fletcher, North Carolina. This report contains a brief description of
the project information provided to us and a general description of the site and subsurface soil
conditions encountered during our subsurface investigation. This report was performed in
general accordance with F&R Proposal No. 1070-113G dated December 3, 2009.
We are available to review with you the information we have presented herein and answer
questions. We have enjoyed working with you and look forward to our continued association
as your geotechnical consultant on the remainder of this project and any future projects.
HQ: 3015 DUMBARTON ROAD RICHMOND, VA 23228 USA T804.264.2701 F804.264.1202 www.fandr.com
VIRGINIA • NORTH CAROLINA 9 SOUTH CAROLINA • MARYLAND 9 DISTRICT OF COLUMBIA • EASTERN EUROPE
SINCE
F&R
1891
Should you have any questions regarding this report or if we may be of further assistance,
please feel free to contact us at your convenience.
Respectfully,
FROEHLING & ROBERTSON, INC.

William J. avidson, P.E.
Engineering Manager
Registered NC # 033095

Tate Erickson
Branch Manager
Distribution: Addressee (1 original/3 copies)
Senior Review By: Ross Deaver, P.E., Senior Geotechnical Engineer
Charah, Inc. Asheville Regional Airport-Area 4
F&R Project No.: 7OL-0098 i January 19, 2010
SINCE
0
1881
TABLE OF CONTENTS
PAGE
1.0 PURPOSE AND SCOPE OF SERVICES .............................................................................1
1.1 Purpose of Study ............................................................................................................. 1
1.2 Scope of Services ............................................................................................................ 1
2.0 PROPOSED PROJECT DATA .......................................................................................... 2
3.0 EXPLORATION PROCEDURES .......................................................................................2
3.1 Field Exploration ............................................................................................................. 2
3.2 Laborarory Testing ........................................................................................................ ..4
4.0 SITE AND SUBSURFACE CONDITIONS .......................................................................... 6
4.1 Site Conditions .............................................................................................................. .. 6
4.2 Regional Geology .......................................................................................................... .. 6
4.3 Subsurface Conditions .................................................................................................. .. 6
4.4 Groundwater Conditions .............................................................................................. .. 9
5.0 ENGINEERING EVALUATION AND RECOMMENDATIONS ............................................ 10
5.1 General Development Considerations .......................................................................... 10
5.2 Site Preparation ............................................................................................................ 10
5.3 Structural Fill Placement ............................................................................................... 12
5.4 Cut and Fill Slopes ......................................................................................................... 13
5.4.1 Slope Stability ..................................................................................................... 13
5.4.2 Slope Protection ................................................................................................. 13
6.0 CONSTRUCTION QUALITY CONTROL ......................................................................... 14
6.1 Recommendations for Construction Monitoring ......................................................... 14
7.0 LIMITATIONS .............................................................:.............................................. 14
APPENDIX I: ASFE Pamphlet
APPENDIX II: Site Location Plan, Figure No. 1
Boring Location Plan, Figure No. 2
APPENDIX III: Key to Soil Classification
Boring Logs
APPENDIX IV: Lab Test Data
CBR Data
Charah, Inc. Asheville Regional Airport -Area 4
F&R Project No.: 70L-0098 ii January 19, 2010
SINCE
F&R
0
,0a1
1.0 PURPOSE AND SCOPE OF SERVICES
1.1 Purpose of Study
The purpose of this study is to obtain information regarding the general subsurface conditions
within "Area 4" and conduct pertinent field and laboratory testing to assess the engineering
characteristics of the subsurface materials.
1.2 Scope of Services
The scope of services for this project was to provide general descriptions of the subsurface soil
conditions at "Area 4". In order to accomplish the above objective, we undertook the following
scope of services:
1) Visited the site to observe existing surface conditions.
2) Coordinated utility clearance with NC One-Call and a representative of Charah,
Inc.
3) Reviewed readily available geologic and subsurface information relative to the
project site.
4) Executed a subsurface exploration consisting of 23 soil test borings. The soil
test borings were drilled to proposed depths of 20 feet below the existing
ground surface.
5) Reported the findings of the subsurface exploration and data.
6) Prepared this written report summarizing our geotechnical engineering work
on the project, providing descriptions of the subsurface conditions
encountered, and discussing geotechnical related aspects of the proposed
construction.
This report contains the following items:
• Site & Boring Location Plans;
• Boring Logs;
• Laboratory Test Results;
• A review of the subsurface conditions encountered with comments on the regional
geology;
• Depth to encountered groundwater, dense soil strata or rock;
• Recommendations for site preparation, structural fill, groundwater control, and other
construction considerations.
Charah, Inc. Asheville Regional Airport -Area 4
F&R Project No.: 70L-0098 1 January 19, 2010
SINCE
F&R
18 81
Our geotechnical scope of services did not include a survey of the soil tests for locations or
elevations, rock coring, quantity estimates, or preparation of plans or specifications.
2.0 PROPOSED PROJECT DATA
Based on the information provided during the site visit on November 12, 2009 and our review
of the information provided by Charah, Inc. and AVCON, Inc., we understand that the planned
project is to be the construction of a fly ash embankment on the west side of the existing
runway at the Asheville Regional Airport. We understand that the future construction of a
parallel runway and general aviation area is currently in the early planning stages. The Asheville
Regional Airport is located south of downtown Asheville, North Carolina near the
Buncombe/Henderson County line. It is less than X mile northwest of Exit No. 40 on Interstate
Highway 26. The new construction is intended to take place at a location southwest of the
existing runway within the phase 1 limits of area 4.
3.0 EXPLORATION PROCEDURES
3.1 Field Exploration
The subsurface exploration program consisted of drilling 23 soil test borings (designated B-02
through B-09, B-12 through B-14, B-16 through B-19, B-20-1, B-21-1, B-22-1, B-23-1, and B-23
through B-26) at "Area 4". These soil test borings were performed during the period of January
5 through 7, 2010 at the approximate locations shown on the attached Boring Location Plan
(Figure No. 2, Appendix II). The original planned Borings B-01, B-10, B-11, and B-15 were
eliminated from the scope of work by a representative of Charah, Inc.
Charah Inc. personnel marked the boring locations in the field. As directed by Charah, Inc., the
boring depths were determined to be 20 feet below the existing ground surface.
The soil test borings were performed in accordance with generally accepted practice using a
track mounted SIMCO 2400 rotary drill rig. Hollow-stem augers were advanced to pre-selected
depths, and representative soil samples were recovered with a standard split-spoon sampler
without the inner liner in general accordance with ASTM Standards. The track mounted SIMCO
Charah, Inc.
F&R Project No.: 7OL-0098
2
Asheville Regional Airport -Area 4
January 19, 2010
SINCE
1881
2400 rotary drill rig utilized a manually operated hammer. The split-spoon sampler was driven
into the soil by freely dropping a weight of 140 pounds from a height of 30 inches.
The number of blows required to drive the split-spoon sampler three consecutive 6-inch
increments is recorded, and the blows of the last two increments are summed to obtain the
Standard Penetration Resistance (N-value). The N-value provides a general indication of in-situ
soil conditions and has been correlated with certain engineering properties of soils.
In some soils, it is not always practical to drive a split-spoon sampler the full three consecutive
6-inch increments. Whenever more than 50 blows are required to drive the sampler over a 6-
inch increment, or the sampler is observed not to penetrate after 50 blows, the condition is
called split-spoon refusal. Split-spoon refusal conditions may occur because of obstructions or
very dense or very hard earth materials are being tested. When split-spoon refusal occurs,
often little or no sample is recovered. The SPT N-value for split-spoon refusal conditions is
typically estimated as greater than 100 blows per foot (bpf). Where the sampler is observed
not to penetrate after 50 blows, the N-value is reported as 50/0". Otherwise, the depth of
penetration after 50 blows is reported in inches, i.e. 50/5", 50/2", etc.
The soil test borings were advanced through the soil overburden to depths of 10% feet to 20
feet below the existing ground surface. Subsurface water level readings were taken in each of
the borings immediately upon completion of the soil drilling process.
Representative portions of the split-spoon soil samples obtained throughout the exploration
program were placed in glass jars. Each sample was transported to our laboratory and
evaluated by a member of our professional staff. In the laboratory, the soil samples were
evaluated in general accordance with techniques outlined in the visual-manual identification
procedure (ASTM D 2488) and the Unified Soil Classification System. The soil descriptions and
classifications discussed in this report and shown on the attached Boring Logs are based on
visual observation and should be considered approximate. Copies of the Boring Logs are
provided in the attached Appendix III.
Charah, Inc. Asheville Regional Airport-Area 4
F&R Project No.: 70L-0098 3 January 19, 2010
SINCE
F&
0
?eal
Split-spoon soil samples recovered on this project will be stored at F&R's office for a period of
sixty days. After sixty days, the samples will be discarded unless prior notification is provided to
us in writing.
3.2 Laboratory Testine
Laboratory testing was performed on representative soil samples obtained from the soil test
borings. The laboratory testing consisted of Atterberg Limits, grain size, and moisture content.
In addition, two CBR's (California Bearing Ratio Tests) were performed on bulk samples
obtained from the soil test boring auger cuttings. The results of our laboratory testing
performed are presented in Appendix IV.
Table #1: Summary of classification results and Laboratory CBR's

Boring

No.
Depth

(feet)

PI %

Natural

Moisture
%

gravel

% sand

% fines
USCS

Class.
AASHTO

Class. CBR

Value

@ 0.2
B-03 3.5 to 5 --- 26.0 --- --- --- --- --- ---
B-04 8.5 to 10 --- 18.0 --- --- --- --- --- ---
B-05 3.5 to 5 --- 31.3 --- --- --- --- --- ---
B-06 13.5 to 15 NP 39.4 1.7 55.0 43.4 SM A-4 ---
B-07 6 to 7.5 NP 20.5 --- --- --- --- --- ---
B-09 3.5 to 5 13 19.9 1.0 46.6 52.4 CL A-6 ---
B-12 3.5 to 5 NP 35.2 0.0 25.4 74.6 MH A-5 ---
B-13 13.5 to 15 NP 34.7 --- --- --- --- --- ---
B-14 6 to 8.5 NP 29.4 0.7 58.9 40.4 SM A-4 ---
B-16 8.5 to 10 NP 22.7 --- --- --- --- --- ---
B-17 8.5 to 10 NP 35.3 --- --- --- --- --- ---
B-18 3.5 to 5 NP 14.4 --- --- --- --- --- ---
B-19 3.5 to 5 NP 20.3 --- --- --- --- --- ---
NP = Non-Plastic
--- = Laboratory Test not Performed
Charah, Inc. Asheville Regional Airport -Area 4
F&R Project No.: 70L-0098 4 January 19, 2010
SINCE
1861
Table #1 (continued): Summary of classification results and Laboratory CBR's

Boring

No.
Depth

(feet)

PI %

Natural

Moisture
%

gravel

% sand

% fines
USCS

Class.
AASHTO

Class. CBR

Value

@ 0.2
B-20-1 8.5 to 10 NP 38.0 0.0 50.3 49.7 SM A-4 ---
B-21-1 6 to 7.5 N P 25.6 --- --- --- --- --- ---
B-22-1 6 to 7.5 NP 28.0 --- --- --- --- --- ---
B-23 6 to 7.5 NP 39.2 --- --- --- --- --- ---
6-23-1 13.5 to 15 NP 19.2 --- --- --- --- --- ---
B-24 3.5 to 5 NP 28.0 --- --- --- --- --- ---
B-26 3.5 to 5 NP 23.3 --- --- --- --- --- ---
B-13 Bulk NP 30.4 2.6 53.2 44.3 SM A-4 7.6
B-5 Bulk NP 26.0 2.2 39.1 58.7 MH A-5 15.7
NP = Non-Plastic
--- = Laboratory Test Not Performed
Charah, Inc. Asheville Regional Airport -Area 4
F&R Project No.: 70L-0098 5 January 19, 2010
SINCE
1881
4.0 SITE AND SUBSURFACE CONDITIONS
4.1 Site Conditions
"Area 4" is located along the southwest side of "Runway 16-34". The site is mainly covered in
grass with a gravel perimeter runway access road which bisects "Area 4". The site slopes to the
south and to the west from an elevation of approximately 2,138 feet above mean sea level at
the northern end of "Area 4" to 2,064 feet at the southern end.
4.2 Regional Regional Geology
Based on our review of the Geologic Map of North Carolina (Brown, 1985), the project site is
located in the Blue Ridge Physiographic Province of North Carolina (see Figure No. 1 in
Appendix II). The Blue Ridge Belt is characterized by steep mountainous ridges and narrow
valleys. Based upon available geologic literature and maps, the project site is underlain by a
MUSCAVITE BIOTITE GNEISS (Zatm) that is described as being locally sulfidic; interlayered and
gradational with mica schist, minor amphibolite, and hornblende gneiss.
The residual soil profile generally grades downward gradually from fine-grained clayey soils
near the ground surface to coarse-grained soils with depth. A transitional zone of soft/hard
weathered rock of varying thickness occurs between the coarse-grained residual soils and the
underlying bedrock. The North Carolina Building Code defines soft weathered rock (SWR) as
material with Standard Penetration Tests ("N") values between 50 blows for 1 to 5 inches of
penetration and hard weathered rock (HWR) with "N" values in excess of 50 blows for 1 inch of
penetration. Weathering of the parent bedrock is generally more rapid near fracture zones and
therefore, the bedrock surface may be irregular. Irregular patterns of differential weathering
may also result in zones of rock and partially weathered rock embedded within the more
completely weathered coarse-grained soils.
4.3 Subsurface Conditions
General subsurface conditions encountered at the site during our subsurface exploration are
described herein. For more detailed soil descriptions and stratifications at a particular boring
location, the respective "Boring Logs" contained in Appendix III should be reviewed. The
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horizontal stratification lines designating the interface between various strata on the "Boring
Logs" represent approximate boundaries. The transition between different strata in the field is
typically gradual in both the horizontal and vertical directions. Elevations indicated on the
individual "Boring Logs" were taken from the survey information provided by Charah Inc.
4.3.1 Surface: At the surface of all soil test borings, an approximately 1 to 7 inch thick layer of
Organic Laden Soil was encountered. Organic Laden Soil is typically a dark-colored soil material
containing roots, fibrous matter, and/or other organic components, and is generally unsuitable
for engineering purposes. F&R has not performed any laboratory testing to determine the
organic content or other horticultural properties of the Organic Laden Soil materials.
Therefore, the term Organic Laden Soil is not intended to indicate suitability for landscaping
and/or other purposes. The Organic Laden Soil depths provided in this report are based on
driller observations and should be considered approximate. We note that the transition from
Organic Laden Soil to underlying materials may be gradual, and therefore the observation and
measurement of Organic Laden Soil depths is subjective. Actual Organic Laden Soil depths
should be expected to vary.
4.3.2 Fill Soil: Soils that had been placed by the efforts of man were encountered directly
below the organic laden soil layer at soil test borings B-07, B-09, B-12, B-13, B-14, B-21-1, B-22-
1, B-23-1, and B-26 to depths ranging from approximately 10 inches to 6 feet below the ground
surface. The fill soils that were encountered consisted of very loose to medium dense silty
SAND (SM) and firm to stiff CLAYEY SAND (SC). Standard Penetration Resistances in the fill soils
range from 2 to 18 blows per foot. No compaction test records were reviewed for the existing
fill; however it appears that some compaction effort was utilized in the majority of the fill soils
based on the soil test boring N-values. Based on our visual observations of the soil samples,
the existing fill soils appear relatively free of concentrated organics and deleterious materials.
4.3.3 Alluvial Soil: Alluvial soil is formed when a soil- carrying stream gradually loses its
carrying capacity with decreasing velocity. In slowing down, a river does not have
sufficient power to keep the large particles of soil suspended; these particles settle to the
riverbed. Over time, a flood plain area will contain varying depths of deposited alluvial material
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after the flowing water has subsided or a river/stream has changed its course. Alluvial soils
were encountered directly below the organic laden soils at soil test borings B-16, B-19, B-20-1,
B-23, and B-24 to depths ranging from approximately 6 feet to 9 feet below the ground surface.
The alluvial soils consisted of soft to very stiff CLAYEY SAND (SC), loose to medium dense silty
SAND (SM), firm CLAY (CL), and stiff to very stiff sandy SILT (ML). Standard Penetration
Resistances in the alluvial soils range from 4 to 26 blows per foot.
4.3.4 Residual Soil: Residual soils, formed by in-place weathering of the parent rock, were
encountered directly below the organic laden soil at soil test borings B-2 through B-6, B-8, B-17,
B-18, and B-25, directly below the fill at soil test borings B-7, B-9, B-12, B-13, B-14, B-21-1, B-22-
1, B-23-1, and B-26, and directly below the alluvial soil at soil test borings B-16, B-19, B-20-1, B-
23, and B-24 to depths ranging from approximately 10% to 20 feet below the ground surface.
Sampled residual soils were classified as very loose to very dense silty SAND (SM), firm to very
stiff sandy SILT (ML), firm to very stiff CLAYEY SAND (SC), firm CLAY (CL), and stiff ELASTIC SILT
(MH). Standard Penetration Resistances (N-values) in the residuum range from 2 to 71 blows
per foot (bpf) with the majority of the N-values ranging from 10 to 29 bpf.
4.3.5 Soft Weathered Rock: (SWR) Soft weathered rock is defined as broken and partially
weathered rock with standard penetration resistance (ASTMD 1586) between 50 blows per 6
inches and 50 blows per inch. Soft weathered rock was encountered at soil test borings B-02
and B-03 to the approximate respective depths of 6% feet and 19 feet below the existing
ground surface. The material was sampled as silty SAND (SM). A possible boulder was
encountered at soil test boring B-03 at an approximate depth of 9 feet below the existing
ground surface. See table #2 below for approximate depths to SWR and corresponding N-
values.
Table #2: Depth to Soft Weathered Rock
Boring # Depth to SWR (ft.) N-value
B-02 6% 50/3.5" and 50/3"
B-03 19 50/2"
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4.3.6 Refusal Material: Material sufficiently dense/hard enough to cause refusal of our
drilling equipment was encountered at soil test boring B-02 at a depth of approximately 10%2
feet below the existing ground surface. Auger refusal is defined as material that could not be
penetrated with the drill rig equipment used on the project. Auger refusal may consist of large
boulders, rock ledges, lenses, seams or the top of parent bedrock.
4.4 Groundwater Conditions
At the time of our fieldwork, groundwater was encountered at soil test borings B-03, B-05, B-06, 13-
07, B-09, B-12, B-13, B-17, B-23, B-24, B-25, and B-26 below the existing ground surface. Please
keep in mind that subsurface water levels within this region tend to vary with seasonal and
climatic changes, or extended periods of wet weather. Generally, the highest groundwater levels
occur in late winter and early spring, and the lowest levels in late summer and early fall. See table
#3 below for approximate depths to groundwater.
Table #3: Depth to Groundwater
Boring # Depth to Groundwater (ft.)
B-03 17.4
B-05 14
B-06 16
B-07 14.2
B-09 17
B-12 17
B-13 15
B-17 18
B-23 11.5
B-24 14.8
B-25 17.4
B-26 17
Charah, Inc. Asheville Regional Airport -Area 4
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5.0 ENGINEERING EVALUATION AND RECOMMENDATIONS
5.1 General Development Considerations
The following evaluations and recommendations are based on our observations at the site,
interpretation of the field and laboratory data obtained during this exploration, and our
experience with similar subsurface conditions and projects. Subsurface conditions in
unexplored locations may vary from those encountered.
5.2 Site Preparation
The construction area should be stripped of any organic-laden soils, or any other deleterious
materials to a minimum of 10 feet outside the structural limits. In addition, existing utilities
should also be removed.
During grading operations, hidden features in the substratum, such as organic laden materials,
trash, high plasticity soils or other deleterious materials may be encountered. Generally, such
features will require removal. Details regarding removal of deleterious material must be
determined on a case-by-case basis, and, therefore, contract documents should include a
contingency cost for the removal of subsurface features. Excavated areas should be backfilled
in general accordance with the compacted fill recommendations presented herein.
Site preparation monitoring by F&R personnel is recommended. Upon completion of the
stripping operations, we recommend that all at grade areas and any areas to receive structural
fill be proofrolled under the supervision of F&R personnel prior to fill placement and/or at-
grade construction. Proofrolling should be performed with a loaded tandem-axle dump truck
or similar piece of rubber-tired equipment with a minimum loaded weight of 20 tons. In areas
where site limitations prevent proofrolling, other methods of determining suitability of the
subgrade soils may be required.
The purpose of the proofrolling is to detect the existence of any soft, very loose, or wet, near-
surface materials or unsuitable soils that may require undercutting. Areas that deflect, rut, or
pump excessively during proofrolling and which cannot be densified in-place by further rolling,
should be undercut and backfilled as directed by our geotechnical engineer. This can be
addressed during the earthwork phase of construction. Proofrolling should not be performed
Charah, Inc. Asheville Regional Airport -Area 4
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on saturated or frozen subgrades or during wet weather conditions. After the proofrolling
operation has been completed and approved, site grading should proceed immediately. If
construction progresses during wet weather, the proofrolling operation should be repeated
immediately prior to placing fill or aggregate base course (ABC) stone.
When excavations or undercutting is required, shoring and bracing or flattening (laying back) of
the slopes will be required to obtain a safe working environment. Excavations should be sloped
or shored in accordance with local, state and federal regulations, including OSHA (CFR Part
1926) excavation trench safety standards. We recommend that all excavated soils be placed
away from the edges of the excavation at a distance equaling or exceeding the depth of the
excavation. In addition, surface runoff water should be diverted away from the crest of the
excavated slopes to prevent erosion and sloughing. We also recommend that site grading be
performed in the summer months when groundwater levels are typically at their lowest levels.
In addition, drying of any wet near-surface soils can be performed much easier.
Existing soils appear suitable for culvert installation and support. When final grading plans and
culvert locations are identified, we would be glad to observe the culvert installation processes
to document that subsurface conditions encountered during construction are consistent with
the conditions anticipated in this report.
Based on the information provided to us, we anticipate that deep fill areas (greater than 10
feet) will be required. Due to these high fill areas, we recommend a series of settlement plates
be installed to evaluate and monitor the consolidation characteristics of the placed fill soils.
The number and location of the settlement plates should be determined by the project
geotechnical engineer once final design grades have been established. We recommend
construction of the deep fill areas be performed as early as possible during mass grading to
allow the maximum amount of time for the fills to consolidate without delaying the
construction schedule.
The settlement plates should be monitored on a weekly basis by an experienced licensed
surveyor based on a known survey benchmark. The settlement readings should be forwarded
to the geotechnical engineer for evaluation of the magnitude and rate of settlement. The
construction of the foundations and pavements should proceed only after the settlement rate
Charah, Inc. Asheville Regional Airport -Area 4
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has diminished to an acceptable level as determined by the geotechnical engineer.
5.3 Structural Fill Placement
Structural fill should be free of organics, roots or other deleterious materials. Fill soils in
structural areas should not contain more than five percent (by weight) organic material, have a
plasticity index (PI) greater than 25, or have a maximum dry density less than 90 pounds per
cubic foot.
Compacted structural fill should consist of material classified as ML, CL, SC, SM, or better per
ASTM D-2487. We understand that Fly Ash will be utilized as structural fill in Area 4; based on
our experience and laboratory results for the Fly Ash utilized at Area 1, it is our opinion that this
material can be used as structural fill. The Fly Ash used in Area 1 classified as a sandy SILT (ML).
Successful reuse of the excavated, on-site soils as compacted structural fill will depend on the
amount of organic material, the moisture content, and the plasticity of the soils encountered
during excavation. Soils visually classified as MH were encountered on this site during our
investigation and should not be used as structural fill in fill depths of 3 feet or shallower. These
soils are difficult to moisture condition and pose expansive (shrink-swell) risks to foundations.
Once fill placement begins, field density tests should be performed by a qualified soils
technician to document the degree of compaction being obtained in the field. Fill material
should be placed in loose lifts not exceeding 8 inches in thickness. The moisture content of the
fill soils should be within plus or minus 3 percentage points of the optimum moisture content
based on the Standard Proctor Maximum Dry Density Test (ASTM Test Method D-698). Some
moisture conditioning of the soils (such as wetting and drying) may be required during the
filling operation to obtain the required degree of compaction. Regular one-point proctors
should be conducted to ensure that the most representative Proctor curve is being selected.
The in-place dry density should equal or exceed 95 percent of the Standard Proctor Maximum
Dry Density.
The contractor should exercise care after these soils have been compacted. If water is allowed
to stand on the surface, these soils may become saturated. Therefore, the fill surface should be
sloped to achieve positive drainage and to minimize water from ponding on the surface. If the
surface becomes excessively wet, fill operations should be halted and our geotechnical
Charah, Inc. Asheville Regional Airport-Area 4
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engineer consulted for guidance. Testing of the fill material and compaction monitoring by our
engineering technician is recommended during fill placement operations.
5.4 Cut and Fill Slopes
5.4.1 Slope Stability: Permanent project slopes should be constructed at 3 horizontal to 1
vertical (3H: 1V) or flatter, if grass is placed on the slope. If slopes steeper than a (3H: 1V) are
planned, then F&R should be contacted to perform a slope stability analysis. The tops and
bases of all slopes should be located a minimum of 10 feet from structural limits. The fill slopes
should be benched into existing slopes, where applicable, and compacted in accordance with
the compacted fill recommendations contained in this report. Project slopes should be seeded
and maintained immediately after construction.
If excavations or undercutting is required, shoring and bracing or flattening (laying back) of the
slopes will be required to obtain a safe working environment. Excavations should be sloped or
shored in accordance with local, state and federal regulations, including OSHA (CFR Part 1926)
excavation trench safety standards. We recommend that all excavated soils be placed away
from the edges of the excavation at a distance equaling or exceeding the depth of the
excavation.
In addition, surface runoff water should be diverted away from the crest of the excavated
slopes to prevent erosion and sloughing.
5.4.2 Slope Protection: Unbraced excavations may experience some minor localized
instability (i.e., sloughing). In addition, sloughing may occur due to the sandy silt and silty sand
soils encountered. To reduce potential sloughing, excavated slopes should be covered with
plastic for protection from rainfall and moisture changes. It should be emphasized that
observations by personnel from our office are important during trenching or excavation
operations at the site.
Charoh, Inc. Asheville Regional Airport -Area 4
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6.0 CONSTRUCTION QUALITY CONTROL
Our technical staff should work closely with you throughout the site preparation phases of
construction. It is particularly important for our personnel to monitor placement and
compaction of all engineered fills.
Additionally, all subgrade and excavation should be evaluated by personnel from our office in
order to compare the conditions encountered during construction with those found by our field
exploration and to establish conformance with the project specifications requirements. We
look forward to providing these services as well as construction monitoring and materials
testing services.
6.1 Recommendations for Construction Monitorine
We recommend that F&R be employed to monitor site preparation activities, soil excavations, and
to report that the recommendations concerning fill placement and subgrade support are
completed in a satisfactory manner. Our continued involvement on the project helps provide
continuity for proper implementation of the recommendations discussed herein. The following is
a recommended scope of service:
• Review project plans and construction specifications;
• Observe the densification and/or excavation processes to document that subsurface
conditions encountered during construction are consistent with the conditions
anticipated in this report;
• Observe the subgrade before placing fill for conformance with recommended
bearing stratum; and
• Observe the placement and compaction of any engineered fill soils and perform
laboratory and field compaction testing of the fill soils.
7.0 LIMITATIONS
This report has been prepared for the exclusive use of Charah, Inc. or its agents, for the specific
application to the Asheville Regional Airport "Area 4" in Fletcher, North Carolina. No other
warranty, expressed or implied, is made.
The information in this report does not reflect variations in subsurface conditions which could
exist intermediate of the boring locations or in unexplored areas of the site. Should such
Charah, Inc. Asheville Regional Airport -Area 4
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variations become apparent during construction or remediation, it may be necessary to
perform additional soil test borings based upon on-site observations or the conditions
encountered.
There are important limitations to this and all geotechnical studies. Some of these limitations
are discussed in the information prepared by The Association of Engineering Firms Practicing in
the Geosciences (ASFE), which is included in Appendix I. We ask that you please review this
ASFE information.
Regardless of the thoroughness of the subsurface exploration, there is the possibility that
conditions between borings will differ from those at the boring locations, that conditions are
not as anticipated by the designers, or that the construction process has altered the soil
conditions.
If this report is copied or transmitted to a third party, it must be copied or transmitted in its
entirety, including text, attachments and enclosures. Interpretation based on only a part of this
report may not be valid.
Charoh, Inc. Asheville Regional Airport -Area 4
F&R Project No.: 7OL-0098 15 January 19, 2010
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APPENDIX "I"
ASFE Pamphlet
Charah, Inc. Asheville Regional Airport -Area 4
F&R Project No.: 7OL-0098 January 19, 2010
Geotechnical Services Are Performed for
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specific needs of
their clients. A geotechnica? engineering study conducted for a civil engi-
neer may not fulfill the needs of a construction contractor or even another
civil engineer. Because each geotechnical engineering study is unique, each
geotechnical engineering report is unique, prepared solelyfor the client. No
one except you should rely on your geotechnical engineering report without
first conferring with the geotechnical engineer who prepared it. And no one
- not even you - should apply the report for any purpose or project
except the one originally contemplated.
Read the Full Report
Serious problems have occurred because those relying on a geotechnical
engineering report did not read it all. Do not rely on an executive summary.
Do not read selected elements only.
A Geotechnical Engineering Report Is Based on
A Unique Set of Project-Specific Factors
Geotechnical engineers consider a number of unique, project-specific fac-
tors when establishing the scope of a study. Typical factors include: the
client's goals, objectives, and risk management preferences; the general
nature of the structure involved, its size, and configuration; the location of
the structure on the site; and other planned or existing site improvements,
such as access roads, parking lots, and underground utilities. Unless the
geotechnical engineer who conducted the study specifically indicates oth-
erwise, do not rely on a geotechnical engineering report that was:
• not prepared for you,
• not prepared for your project,
• not prepared for the specific site explored, or
• completed before important project changes were made.
Typical changes that can erode the reliability of an existing geotechnical
engineering report include those that affect:
• the function of the proposed structure, as when it's changed from a
parking garage to an office building, or from a light industrial plant
to a refrigerated warehouse,
• elevation, configuration, location, orientation, or weight of the
proposed structure,
• composition of the design team, or
• project ownership.
As a general rule, always inform your geotechnical engineer of project
changes-even minor ones-and request an assessment of their impact.
Geotechnical engineers cannot accept responsibility or liability for problems
that occur because their reports do not consider developments of which
they were not informed.
Subsurface Conditions Can Change
A geotechnical engineering report is based on conditions that existed at
the time the study was performed. Do not rely on a geotechnical engineer-
ing report whose adequacy may have been affected by: the passage of
time; by man-made events, such as construction on or adjacent to the site;
or by natural events, such as floods, earthquakes, or groundwater fluctua-
tions. Always contact the geotechnical engineer before applying the report
to determine if it is still reliable. A minor amount of additional testing or
analysis could prevent major problems.
Most Geotechnical Findings Are Professional
Opinions
Site exploration identifies subsurface conditions only at those points where
subsurface tests are conducted or samples are taken. Geotechnical engi-
neers review field and laboratory data and then apply their professional
judgment to render an opinion about subsurface conditions throughout the
site. Actual subsurface conditions may differ-sometimes significantly-
from those indicated in your report. Retaining the geotechnical engineer
who developed your report to provide construction observation is the
most effective method of managing the risks associated with unanticipated
conditions.
A Report's Recommendations Are Not Final
Do not overrely on the construction recommendations included in your
report. Those recommendations are not final, because geotechnical engi-
neers develop them principally from judgment and opinion. Geotechnical
engineers can finalize their recommendations only by observing actual
Geotechnical Engineering Report
subsurface conditions revealed during construction. The geotechnical
engineer who developed your report cannot assume responsibility or
liability for the report's recommendations if that engineer does not perform
construction observation.
A Geotechnical Engineering Report Is Subject to
Misinterpretation
Other design team members' misinterpretation of geotechnical engineering
reports has resulted in costly problems. Lower that risk by having your geo-
technical engineer confer with appropriate members of the design team after
submitting the report. Also retain your geotechnical engineer to review perti-
nent elements of the design team's plans and specifications. Contractors can
also misinterpret a geotechnical engineering report. Reduce that risk by
having your geotechnical engineer participate in prebid and preconstruction
conferences, and by providing construction observation.
Do Not Redraw the Engineer's Logs
Geotechnical engineers prepare final boring and testing logs based upon
their interpretation of field logs and laboratory data. To prevent errors or
omissions, the logs included in a geotechnical engineering report should
neverbe redrawn for inclusion in architectural or other design drawings.
Only photographic or electronic reproduction is acceptable, but recognize
that separating logs from the report can elevate risk,
Give Contractors a Complete Report and
Guidance
Some owners and design professionals mistakenly believe they can make
contractors liable for unanticipated subsurface conditions by limiting what
they provide for bid preparation. To help prevent costly problems, give con-
tractors the complete geotechnical engineering report, but preface it with a
clearly written letter of transmittal. In that letter, advise contractors that the
report was not prepared for purposes of bid development and that the
report's accuracy is limited; encourage them to confer with the geotechnical
engineer who prepared the report (a modest fee may be required) and/or to
conduct additional study to obtain the specific types of information they
need or prefer. A prebid conference can also be valuable. Be sure contrac-
tors have sufficient time to perform additional study. Only then might you
be in a position to give contractors the best information available to you,
while requiring them to at least share some of the financial responsibilities
stemming from unanticipated conditions.
Read Responsibility Provisions Closely
Some clients, design professionals, and contractors do not recognize that
geotechnical engineering is far less exact than other engineering disci-
plines. This lack of understanding has created unrealistic expectations that
have led to disappointments, claims, and disputes. To help reduce the risk
of such outcomes, geotechnical engineers commonly include a variety of
explanatory provisions in their reports. Sometimes labeled "limitations"
many of these provisions indicate where geotechnical engineers' responsi-
bilities begin and end, to help others recognize their own responsibilities
and risks. Read these provisions closely. Ask questions. Your geotechnical
engineer should respond fully and frankly.
Geoenvironmental Concerns Are Not Covered
The equipment, techniques, and personnel used to perform a geoenviron-
mental study differ significantly from those used to perform a geotechnical
study. For that reason, a geotechnical engineering report does not usually
relate any geoenvironmental findings, conclusions, or recommendations;
e.g., about the likelihood of encountering underground storage tanks or
regulated contaminants. Unanticipated environmental problems have led
to numerous project failures. If you have not yet obtained your own geoen-
vironmental information, ask your geotechnical consultant for risk man-
agement guidance. Do not rely on an environmental report prepared for
someone else.
Obtain Professional Assistance To Deal with Mold
Diverse strategies can be applied during building design, construction,
operation, and maintenance to prevent significant amounts of mold from
growing on indoor surfaces. To be effective, all such strategies should be
devised for the express purpose of mold prevention, integrated into a com-
prehensive plan, and executed with diligent oversight by a professional
mold prevention consultant. Because just a small amount of water or
moisture can lead to the development of severe mold infestations, a num-
ber of mold prevention strategies focus on keeping building surfaces dry.
While groundwater, water infiltration, and similar issues may have been
addressed as part of the geotechnical engineering study whose findings
are conveyed in this report, the geotechnical engineer in charge of this
project is not a mold prevention consultant; none of the services per-
formed in connection with the geotechnical engineer's study
were designed or conducted for the purpose of mold preven-
tion. Proper implementation of the recommendations conveyed
in this report will not of itself be sufficient to prevent mold
from growing in or on the structure involved.
Rely, on Your ASFE-Member Geotechncial
Engineer for Additional Assistance
Membership in ASFE/The Best People on Earth exposes geotechnical
engineers to a wide array of risk management techniques that can be of
genuine benefit for everyone involved with a construction project. Confer
with you ASFE-member geotechnical engineer for more information.
ASFE
The Best People as Earth
8811 Colesville Road/Suite G106, Silver Spring, MD 20910
Telephone: [phone] Facsimile: 301/589-2017
e-mail: info@asfe,org www,asfe.org
Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFE's
specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for
purposes of scholarly research or book review. Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other
firm, individual, or other entity that so uses this document without being an ASFE member could be commiting negligent or intentional (fraudulent) misrepresentation.
IIGER06045.0M
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APPENDIX "II"
Site Location Plan, Figure No. 1
Boring Location Plan, Figure No. 2
Charah, Inc. Asheville Regional Airport-Area 4
F&R Project No.: 7OL-0098 January 19, 2010
North Carolina Geology

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FROEHLING & ROBERTSON, INC. DATE: January 14, 2010
GEOTECHNICAL • ENGINEERS • MATERIALS SCALE: NTS
a. ° DRWN: Software 70L-0098
Site Location Map FIG. NO.
Asheville Regional Airport (ARA) - Area 4 1
Fletcher, North Carolina
SINCE
1881
APPENDIX "III"
Key to Soil Classification
Boring Logs
Charah, Inc. Asheville Regional Airport -Area 4
F&R Project No.: 7OL-0098 January 19, 2010
Y1 Ncr
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KEY TO SOIL CLASSIFICATION
Correlation of Penetration Resistance with
Relative Density and Consistency
Sands and Gravels Silts and Clays
No. of Relative No. of Relative
Blows, N Densi Blows, N Densi
0- 4 Very loose 0- 2 Very soft
5-10 Loose 3- 4 Soft
11 - 30 Medium dense 5- 8 Firm
31 - 50 Dense 9-15 Stiff
Over 50 Very dense 16 - 30 Very stiff
31 - 50 Hard
Over 50 Very hard
Particle Size Identification
(Unified Classification System)
Boulders: Diameter exceeds 8 inches
Cobbles: 3 to 8 inches diameter
Gravel: Coarse - 3/4 to 3 inches diameter
Fine - 4.76 mm to 3/4 inch diameter
Sand: Coarse - 2.0 mm to 4.76 mm diameter
Medium - 0.42 mm to 2.0 mm diameter
Fine - 0.074 mm to 0.42 mm diameter
Silt and Clay: Less than 0.07 mm (particles cannot be seen with naked eye)
Modifiers
The modifiers provide our estimate of the amount of silt, clay or sand size particles in the soil
sample.
Approximate
Content Modifiers
<_ 5%: Trace
5% to 12%: Slightly silty, slightly clayey,
slightly sandy
12% to 30%: Silty, clayey, sandy
30% to 50%: Very silty, very clayey, very
sand
Field Moisture
Description
Saturated: Usually liquid; very wet, usually
from below the groundwater table
Wet: Semisolid; requires drying to attain
optimum moisture
Moist: Solid; at or near optimum moisture
Dry: Requires additional water to attain
optimum moisture
A EL. 21381, Ago
0 1
o-
CF!F s r
• r

a
,%3 L. 2135.75 r d

t r
° a

°L. 2130.e
B4
C P
b O.r
b
c o L7 b
°

?
P U
b

r
HHSEL. 2.63
122.59 a.
O EL. 2119.77 °
BH18

BFip; 2 - 2116.48 B0 EL. 21 .38
(D EL. 09.19 'r
BH19 D EL. 2107.56 °
EH17

?
BRIE 2093.27 -
Q ?r B0BEL. 2099.54
8
w
b EL. 2087.94
HH 21-1
p
2DELi. 2072.44
°
BH23 L. 2078.79
EE
??'?-? BH9 M DIXIE o 7 °• ~

O EL. 2075.35
EH24
r -
p E
BH25 L. 2076.01 °
?
pp
BH26 NFOEEL Fl, JD.B6
r ?

W fi L s
° E a 076.10
R
a1 L. 2063.73
0 EL. 067.51
BH13

LEGEND
Profile Limits STB Locations
FROEHLING & ROBERTSON, INC. DATE: January 19, 2010
GEOTECH
NICAL ° ENVIRONMENTAL °
MATERIALS

ENGINEERS - LABORATORIES SCALE: NTS
"OVER 125 YEARS OF SERVICE"
SINCE 1881
Project No: 70L-0098
Boring Location Plan
Asheville Regional Airport -Area 4
FIGURE NO
2
Fletcher, North Carolina .
SOIL CLASSIFICATION CHART
SYM BOLS TYPICAL

MAJOR DIVISIONS
GRAPH LETTER DESCRIPTIONS

CLEAN r
WELL-GRADED GRAVELS, GRAVEL -
GRAVEL GRAVELS
?:::.....R .: GW SAND MIXTURES, LITTLE OR NO
FINES
AND ......
GRAVELLY ,

SOILS
LITTLE OR NO FINES ,'.
'•
•
GP POORLY-GRADED GRAVELS,
GRAVEL - SAND MIXTURES
LITTLE
(
) ?
? ,
P •to ! OR NO FINES
COARSE •
?' ••
GRAINED GRAVELS WITH
GM SILTY GRAVELS, GRAVEL - SAND -
SOILS MORETHAN50% FINES SILT MIXTURES
OF COARSE

FRACTION
RETAINED ON NO.
4 SIEVE (APPRECIABLE GC CLAYEY GRAVELS, GRAVEL - SAND -
AMOUNT OF FINES) CLAY MIXTURES
CLEAN SANDS SW WELL-GRADED SANDS, GRAVELLY
MORE THAN 50% SAND SANDS, LITTLE OR NO FINES
OF MATERIAL IS AND
LARGER THAN SANDY ..

NO. 200 SIEVE
SOILS

LITTLE OR NO FINES)

SP POORLY-GRADED SANDS,

GRAVELLY SAND
LITTLE OR NO
SIZE ( ,
FINES
SANDS WITH - - c
SM SILTY SANDS, SAND - SILT
MORE THAN 50% FINES - MIXTURES
OF COARSE -

FRACTION _
PASSING ON NO. -
4 SIEVE (APPRECIABLE _ S`+ CLAYEY SANDS, SAND - CLAY
AMOUNT OF FINES) - MIXTURES
INORGANIC SILTS AND VERY FINE
M L SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
SILTS INORGANIC CLAYS OF LOW TO
FINE LIQUID LIMIT
AND
CL MEDIUM PLASTICITY, GRAVELLY
GRAINED LESS THAN 50
CLAYS CLAYS, SANDY CLAYS, SILTY

SOILS CLAYS, LEAN CLAYS

OL ORGANIC SILTS AND ORGANIC
_ _ SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50% INORGANIC SILTS, MICACEOUS OR
OF MATERIAL IS MH DIATOMACEOUS FINE SAND OR
SMALLER THAN SILTY SOILS
NO. 200 SIEVE
SIZE SILTS
LIQUID LIMIT
AND

CH INORGANIC CLAYS OF HIGH
CLAYS GREATER THAN 50 PLASTICITY
OH I ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY, ORGANIC SILTS
HIGHLY ORGANIC SOILS PT - PEAT, HUMUS, SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS
BORING LOG
Report No.: 70L-0098
SINCE
FROEHLING & ROBERTSON, INC.
C? GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
I ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
Client: Charah, Inc. ?- v 1
Project: Asheville Regional Airport - Area 4, Fletcher, NC
Boring No.: B-02 (1 of 1)
Total
pth 10.5'
De

Elev: 2136.9ft f

Location: Refer to Boring Location Plan
Type of Boring: HSA/Manual Hammer Started: 1/7/10 Completed: 1/7/10 Driller: Presley Drilling Co.
Elevation Depth DESCRIPTION OF MATERIALS
(Classification) " Sample
Blows Sample
Depth N Value
(blows/ ft
REMARKS
2136.4 0.5 ' • 6 inches of Organic Laden Soil_ _ _ _ _ _ _ _ _j Groundwater wa
t
RESIDUUM- Medium dense to dense dry tannish
brown and black micaceous silty fine SAND (SN !) 3-7-15 1.0 22 s no
encountered at the time of
drilling.
2 5
18-24-24 3'5 48

2130.4
6.5
------------------------
17-50/3.5" 5.0
6 0
100+
SOFT WEATHERED ROCK- Sampled as tannish
brown and black micaceous silty fine SAND (Sly 6.8
Cave-In at 7.3 feet.
50/3" 8.5 100+
2126
4 10
5
. . Auger refusal at 10.5 feet
. i1 uu,uci u, uluws ,cyuucu iur a ,'rv lu naunner uroppmg -3v w unve / v.li., i ..j i5.. t.D. sampler a total of t ZS mcnes to three 6" increments. The sum of
the second and third increments of penetration is termed the standard penetration resistance, N.
BORING LOG
Report No.: 70L-0098
SINCE
FROEHLING & ROBERTSON, INC.
C? GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
Ir ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
1881 Date: 1-06-10
Client: Charah, Inc.
Project: Asheville Regional Airport - Area 4, Fletcher, NC
Boring No.: B-03 (1 of 1) TOtati, 200 Elev: 2135.8ft f Location: Refer to Boring Location Plan
Type of Boring: HSA/Manual Hammer Started: 1/7/10 Completed: 1/7/10 Driller: Presley Drilling Co.

Elevation
Depth DESCRIPTION OF MATERIALS * Sample
Blows Sample
Depth N Value

rolows R
REMARKS
(Classification) feet
1 inch of Organic Laden Soil
V-----------------------?
. RESIDUUM- Medium dense dry to moist brown 3-7-9 1.0 16
and grey micaceous fine silty SAND (SM)
2
.5

10-10-9 3'5 19

5.0

10-11-12 6.0 23

7.5
2126.8 -
9.0 8- 1
------------------------ 32-50/3.5" 8.5
3
9 100+
2126.3 9.5 1 POSSIBLE BOULDER - Sampled as brown and .
- (grey micaceous fin _
e silty _SAND (SM) -----?
Dense dry brown and grey micaceous fine silty
SAND (SM)
34-31-22 13.5 53

15.0
Cave-In at 17 feet.
Groundwater was
2116
8 19
0 ------------------------ 35-50/2" 19
2 100+ encountered at 17.4 feet at
. . . h

2115
8
20
0 SOFT WEATHERED ROCK - Sampled as brown t
e time of drilling.
. . and grey micaceous fine silty SAND (SM)
Boring terminated at 20 feet
,-iNumoer of Diows requtrea for a tvu iD nammer aroppmg su° to anve t° u.u., 1.- 1/3- I.U. sampler a total of Its inches to three 6" increments. The sum of
the second and third increments of penetration is termed the standard penetration resistance, N.
BORING LOG
Report No.: 70L-0098
SINCE
FROEHLING & ROBERTSON, INC.
Ce GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
1rjr? ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
1881 Date: 1-06-10
Client: Charah, Inc.
Project: Asheville Regional Airport - Area 4, Fletcher, NC
Boring No.: B-04 (1 of 1) To

tal 200
Depth

Elev: 2130.8ft f

Location: Refer to Boring Location Plan
Type of Boring: HSA/Manual Hammer Started: 1/6/10 Completed: 1/6/10 Driller: Presley Drilling Co.

Elevation
Depth DESCRIPTION OF MATERIALS

(Classification) * Sample
Blows Sample
Depth
feet N Value
lows/ ft
ro
REMARKS

'. 2 inches of Organic Laden Soil
._________J
Groundwater was not
.' RESIDUUM- Medium dense and dense moist to 4-5-8 1.0 13 encountered at the time of
ry reddish to tannish brown fine silty SAND 2
5 drilling.
( .
10-21-15 3'5 36
5
0
.
13-16-17 6.0 33
7
5
.
8
9-15-23 '5 38
10
0
.
13
5
24-11-5 . 16
15
0
.
Cave-In at 15.7 feet.
18
5
5-14-16 ' 30

2110.8 20.0
Boring terminated at 20 feet
*Number of blows required for a 140 lb hammer dropping iW to drive z- u.U., 1.3 n.. t.u. sampier a total of I a mcnes in inree o increments. I ne suin of
the second and third increments of penetration is termed the standard penetration resistance, N.
BORING LOG
Report No.: 70L-0098
SINCE
FROEHLING & ROBERTSON, INC.
?O GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
a ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
88' Date: 1-06-10
client: Charah, Inc.
Project: Asheville Regional Airport - Area 4, Fletcher, NC
Boring No.: B-05 (1 of 1) Total 20.0' Elev: 2112.6ft f Location: Refer to Boring Location Plan
Type of Boring: HSA/Manual Hammer Started: 1/6/10 Completed: 1/6/1 0 Driver: Presley Drilling Co.

Elevation
Depth DESCRIPTION OF MATERIALS

(Classification) * Sample
Blows Sample
Depth
feet N Value
lows/ ft
REMARKS
2112
0 0
6 7 inches of Or
anic L
den Soil
. . g
a
_ _ _ _ _ _ _ _ J
RESIDUUM - Firm to stiff moist reddish brown
2-2-3
1 0
5
CLAYEY SAND (SC)
2
.5

4-6-7 3'S 13
5
.0
2106
6 6
0
. . Medium dense moist reddish brown to tan silty fine
SAND (SM) 5-5-7 6'0

7 12
.5

4-5-7 8'S 12

10.0

5-5-6 13.5 11
Groundwater was
15.0 encountered at 14 feet at the
time of drilling.
Cave-In at 15 feet.

4-6-7 18.5 13
2092
6 20
0
. .
Boring terminated at 20 feet
ivumuui ui uwws ieyaueu tut a i•+v iv natnmer uroppmg .w- to anve /.. v.L., i.s n° t.L. sampier a total of 1 is inches in three 6" increments. The sum of
the second and third increments of penetration is tensed the standard penetration resistance, N.
BORING LOG
Report No.: 70L-0098
SINCE
FROEHLING & ROBERTSON, INC.
?e GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
1881 Date: 1-06-10
Client: Charah, Inc.
Project: Asheville Regional Airport - Area 4, Fletcher, NC
Boring No.: B-06 (1 of 1) Total
20.0'
Elev: 2103.4ft f
Location: Refer to Boring Location Plan
Type of Boring: HSA/Manual Hammer Started: 1/6/10 Completed: 1/6/10 Driller: Presley Drilling Co.

Elevation
Depth DESCRIPTION OF MATERIALS * Sample
Blows Sample
D
pth N Value
(blows/ ft
REMARKS
(Classification) e
• 2 inches of Organic Laden Soil ---------?
RESIDUUM- Stiff moist reddish brown 1-2-7 1.0 9
CLAYEY SAND (SC) 2
.5

3-5-4 3.5 9

5.0
- 6
0
2097.4 6.0 -----------------------
Loose and medium dense moist to wet tannish 3-5-7 . 12
brown and black micaceous silty fine SAND (SM)
5
8
S
3-5-5 ' 10
10
0
.

3-5-8 13.5 13

15.0
Groundwater was
encountered at 16 feet at the
time of drilling.
18
5
4-6-9 ' 15
*
2083.4 20.0-
Boring terminated at 20 feet
*Number of blows required for a 140 Ib hammer dropping su- to anve t" O.D., i .3 i5_. i.L. sampler a total of i a mcnes m inree o increments. t ne swn ut
the second and third increments of penetration is termed the standard penetration resistance, N.
BORING LOG
Report No.: 70L-0098
SINCE
FROEHLING & ROBERTSON, INC.
CO GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
Ira ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
1881 Date: 1-06-10
Client: Charah, Inc.
Project: Asheville Regional Airport -Area 4, Fletcher, NC
Boring No.: B-07 (1 of 1) Det th 20.0' Elev: 2093.3ft f Location: Refer to Boring Location Plan
Type of Boring: HSA/Manual Hammer Started: 1/6/10 Completed: 1/6/10 Driller: Presley Drilling Co.

Elevation
Depth DESCRIPTION OF MATERIALS * Sample
Blows Sample
Depth N Value
blows/ ft
REMARKS
(Classification) feet
2092
7 0
6 anic Laden Soil
7 inches of
Or
. . _
g
-
1
0
FILL - Firm to stiff moist brown CLAYEY SAND 2-2-4 ' 6
(SC) 2
5
.

4-5-6 3.5 11

5.0
----- 6
0
2087.3 6.0
: -------------------
RESIDUUM- Medium dense and very dense wet 3-5-6 . 11
• to moist grey to tan and black micaceous silty fine

SAND (SM) 7.5

8
3-6-8 .5 14
10
0
.
23-30-34 13'5 64
Groundwater was
15.0 encountered at 14.2 feet at
the time of drilling.
Cave-In at 16.8 feet.
8
9-14-20 1
.5 34
2073
3 20
0
. .
Boring terminated at 20 feet
*Number of blows required for a 140 lb hanuner dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments. The sum of
the second and third increments of penetration is tenned the standard penetration resistance, N.
BORING LOG
Report No.: 70L-0098
SINCE
FROEHLING & ROBERTSON, INC.
?O GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
a ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
' B81 Date: 1-06-10
Client: Charah, Inc.
Project: Asheville Regional Airport - Area 4, Fletcher, NC
Boring No.: B-08 (1 of 1) Total
20.0'
Elev: 2099.5ft f
Location: Refer to Boring Location Plan
Type of Boring: HSA/Manual Hammer Started: 1/6/10 Completed: 1/6/10 Driller: Presley Drilling Co.

Elevation
Depth DESCRIPTION OF MATERIALS

(Classification) * Sample
Blows Sample
Depth
feet N Value
(blows/ ft
REMARKS
0.1 - 1 inch of Organic Laden Soil
-----------------------?
Groundwater was not
RESIDUUM- Medium dense dry to moist tannish
brown silty fine SAND (SM) 6-9-9 1'0 18 encountered at the time of
drilling.
2 5
12-16-14 3'5 30
5.0
7-11-11 6'0 22
7.5
5-8-12 8'S
10
0 20
.
1
5-6-8 3.5 14
15.0

1
Cave-In at 16.2 feet.
7-9-I1 8.5 20
2079.5 20.0
Boring terminated at 20 feet
*Number of blows required for a 140 Ib hammer dropping 30" to drive 2" U.0., 1.375" D. sampler a total of 16 inches in three 6" increments. The sum of
the second and third increments of penetration is termed the standard penetration resistance, N.
BORING LOG
Report No.: 70L-0098
SINCE
FROEHLING & ROBERTSON, INC.
?O GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
a ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
18 81 Date: 1-06-10
Client: Charah, Inc.
Project: Asheville Regional Airport - Area 4, Fletcher, NC
Boring No.: B-09 (1 of 1) Total
20.0'
Elev: 2091.9ft f
Location: Refer to Boring Location Plan
Type of Boring: HSA/Manual Hammer Started: 115110 Completed: 115110 Driller: Presley Drilling Co.

Elevation
Depth DESCRIPTION OF MATERIALS * Sample
Blows Sample
Depth N Value

(blows/ ft
REMARKS
(Classification) feet
• 2 inches of Organic Laden Soil '
FILL - Loose moist brown fine silty SAND (SM) 3-5-5 1'0 10
with trace fine gravel
2089.4 2.5 ------ ---------------- 2.5
RESIDUUM - Firm moist tannish brown SANDY
3
LEAN CLAY (CL) with trace fine gravel 1-3-4 .5 7

5.0
2 6
085.9 6.0
: ------------------------
Dense to medium dense moist tannish brown and 6-14-19 .0 33
black micaceous fine to medium silty SAND (SM)
7.5

9-11-9 8'S 20

10.0

8-8-10 13.5 18

15.0
Cave-In at 16.2 feet.
Groundwater was

8 encountered at 17 feet at the
16-10-8 1
.5 18 time of drilling.
2071
9 20
0
. .
Boring terminated at 20 feet
0
a
0
v
a
w
a
C7
ro
a
0
0
0
n
0
C7
0
O
G7
TNumber of otows required for a i40 to hammer dropping su" to dnve 2" U.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments. The sum of
the second and third increments of penetration is termed the standard penetration resistance, N.
BORING LOG
Report No.: 70L-0098
SINCE
FROEHLING & ROBERTSON, INC.
CO GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
I a ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
Date: 1-06-10
Client: Charah, Inc.
Project: Asheville Regional Airport - Area 4, Fletcher, NC
Boring No.: B-12 (1 of 1) Deetth 20.0' Elev: 2076.1ft f Location: Refer to Boring Location Plan
Type of Boring: HSA/Manual Hammer Started: 1/5/10 Completed: 1/5/10 Driller: Presley Drilling Co.

Elevation
Depth DESCRIPTION OF MATERIALS * Sample
Blows Sample
Depth N Value
lows/ ft
REMARKS
(Classification) feet
• 2 inches of Organic Laden Soil '
FILL - Loose moist reddish brown fine to medium 3-3-6 1'0 9
silty SAND (SM) with trace fine gravel
2
.5
20
2 -
7
.6 3.5 --
---------------------
RESIDUUM- Stiff moist reddish brown sandy 3-4-6 3.5 10
ELASTIC SILT (MI) with sand
5.0
2 ------ 6
0
070.1 6.0
: ------------------
Loose to medium dense moist to wet reddish brown 5-3-4 . 7
to tan fine to medium silty SAND (SM) Cave-In at 7 feet
7.5 .

4-4-4 8.5 8
10
0
.

3-5-8 13.5 13
1
0
5.
Groundwater was

18
5 encountered at 17 feet at the
6-10-11 ' 21 time of drilling.

2056.1 20.0
Boring terminated at 20 feet
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments. The sum of
the second and third increments of penetration is termed the standard penetration resistance, N.
BORING LOG
Report No.: 70L-0098
SINCE
FROEHLING & ROBERTSON, INC.
GEOTECHNICAL - ENVIRONMENTAL • MATERIALS
ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
1881 Date: 1-06-10
Client: Charah, Inc.
Project: Asheville Regional Airport - Area 4, Fletcher, NC
Boring No.: B-13 (1 of 1) pot path 200 Elev: 2067.5ft f Location: Refer to Boring Location Plan
Type of Boring: HSA/Manual Hammer Started: 1/5/10 Completed: 1/5/10 Driller: Presley Drilling Co.
Elevation Depth DESCRIPTION OF MATERIALS *BSample ampple N Value
(blows/ ft REMARKS
(Classification) feet
• 2 inches of Organic Laden Soil
FILL - Very loose moist dark brown fine silty 1-1-1 1.0 2
SAND (SM) with trace fine gravel and rootlets
2
5
.
2064
0 3
5 ------------------------
. .
•
: RESIDUUM- Loose moist white and tan silty fine 4-4-5 3.5 9
• to medium SAND (SM)
5.0
6
3-4-5 .0 9

7.5

3-5-5 8.5 10

10.0
Cave-In at 12 feet.
2054
0 1 -
--
. 3.5 -
--------------------
Stiff to very stiff moist greyish brown sandySILT 6-6-7 13.5 13
I)
15.0 Groundwater was
encountered at 15 feet at the
time of drilling.

7-7-9 18.5 16
2047
5 20
0
. .
Boring terminated at 20 feet
0
a
F
Q
v
z
w
a
0
0
r
a
z
z
O
0
M
-Numoer or plows required for a 1411 lb hammer dropping 30" to drive Z" O.D., 1.375" J.D. sampler a total of 18 inches in three 6" increments. The sum of
the second and third increments of penetration is termed the standard penetration resistance, N.
BORING LOG
Report No.: 70L-0098
SINCE
FROEHLING & ROBERTSON, INC.
?O GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
a ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
1881 Date: 1-06-10
Client: Charah, Inc.
Project: Asheville Regional Airport - Area 4, Fletcher, NC
Boring No.: B-14 (1 of 1) Total Depth 20.0' Elev: 2063.7ft f Location: Refer to Boring Location Plan
Type of Boring: HSA/Manual Hammer Started: 1/5/10 Completed: 1/5/10 Driller: Presley Drilling Co.

Elevation
Depth DESCRIPTION OF MATERIALS * Sample
Blows Sample
b
et N Value
(blows/ ft
REMARKS
(Classification) e
. 2 inches of Organic Laden Soil '
-----------------------?

0
Groundwater was not
FILL - Medium dense moist brown fine silty 2-8-8 1. 16 encountered at the time of
SAND (SM) with trace fine gravel
2 drilling.
20
0 3 -------------- .5
.7
6 .0 ----------
RESIDUUM- Loose to dense moist tannish brown 4-5-5 3.5 10

to brown and black micaceous silty fine to medium ,
SAND (SM) 5
0
.
6
0
5-5-7 ' 12

7.5

7-8-33 8'S 41
10
0
.
17-23-25 13.5 48

15.0
Cave-In at 16 feet.
25-21-25 18.5 46

2043.7 20.0
Boring terminated at 20 feet
*Number of blows required tor a 14U Ib hammer dropping su- to anve c u.u., i s /D r.L). sampler a total or 16 mcnes in mree o" increments. i ne sum or
the second and third increments of penetration is termed the standard penetration resistance, N.
BORING LOG
Report No.: 70L-0098
SINCE
FROEHLING & ROBERTSON, INC.
CO GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
,ra ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
18 81 Date: 1-06-10
Client: Charah, Inc.
Project: Asheville Regional Airport - Area 4, Fletcher, NC
Boring No.: B-16 (1 of 1) T,et th 20.0' Elev: 2089.9ft f Location: Refer to Boring Location Plan
Type of Boring: HSA/Manual Hammer Started: 115110 Completed: 1/5/10 Driller: Presley Drilling Co.

Elevation
Depth DESCRIPTION OF MATERIALS * Sample
Blows Sample
Depth N Value

(blows/ ft
REMARKS
(Classification) feet
2 inches of Organic Laden Soil '
?-----------------------j

0
Groundwater was not
ALLUVIUM- Finn moist to wet tannish brown 2-2-3 1 5 encountered at the time of
4
2087 2
5 CLAY (CL) 2
5 drilling.
. . - - - - - - - - ---- -
--- - -----
Very stiff to stiff moist tannish brown micaceous .

3
sandy SILT (ML) 6-11-15 'S 26

5.0
6
7-10-11 .0 21

7.5
8
2080
9 9
0 -------------------- 5-5-7 .5 12
. . • ----
: RESIDUUM- Dense to medium dense moist
10
0
tannish brown fine to medium micaceous silty .
SAND (SM)

7-14-19 13.5 33

15.0
Cave-In at 16.6 feet.

8-14-15 18.5 29
2069
9 20
0 •'
. .
Boring terminated at 20 feet
0
a
F
A
C7
a
V
ro
rn
°o
J
0
(7
O
U
z
z
0
M
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments. The sum of
the second and third increments of penetration is termed the standard penetration resistance, N.
BORING LOG
Report No.: 70L-0098
SINCE
FROEHLING & ROBERTSON, INC.
CQ GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
I a ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
1881 Date: 1-06-10
Client: Charah, Inc.
Project: Asheville Regional Airport - Area 4, Fletcher, NC
Boring No.: B-17 (1 of 1)
Total
epth 20.0'
D

Elev: 2107.6ft f

Location: Refer to Boring Location Plan
Type of Boring: HSA/Manual Hammer Started: 1/6/10 Completed: 1/6/10 Driller: Presley Drilling Co.

Elevation
Depth DESCRIPTION OF MATERIALS
(Classification) * Sample
Blows Sample
Depth N Value
(blows/ ft
REMARKS
• 2 inches of Organic Laden Soil ---------?
.' RESIDUUM- Loose and medium dense dry to
moist reddish brown to tan micaceous silty fine 4-5-5 1.0

2
5 10
SAND (SM) .

7-11-13 3'5 24

5.0

9-11-12 6.0 23
7
5
.

4-5-7 8'S 12
0
1
.0
13
3-3-5 .5 8

15.0
Cave-In at 15.4 feet.
18
5 Groundwater was
3-3-5 . 8 encountered at 18 feet at the
time of drilling.
2087.6 20.0
Boring terminated at 20 feet
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments. The sum of
the second and third increments of penetration is termed the standard penetration resistance, N.
BORING LOG
Report No.: 70L-0098
SINCE
FROEHLING & ROBERTSON, INC.
?O GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
a ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
881 Date: 1-06-10
Client: Charah, Inc.
Project: Asheville Regional Airport -Area 4, Fletcher, NC
Boring No.: B-18 (1 of 1) Tot th 20.0' Elev: 2119.8ft f Location: Refer to Boring Location Plan
Type of Boring: HSA/Manual Hammer Started: 1/6/10 Completed: 1/6/1 0 Driller: Presley Drilling Co.
Elevation Depth DESCRIPTION OF MATERIALS
(Classification) * Sample
Blows Sample
feet N Value
(blows/ ft REMARKS
2 inches of Organic Laden Soil _ _ Groundwater was not
RESIDUUM- Medium dense moist tannish brown
micaceous silty fine SAND (SM) 4-7-10 1.0 17 encountered at the time of
drilling.
2.5
11-15-14 3'5 29
5.0
7-7-8 6.0 15
7.5
8-8-12 8'S 20
10.0
5-8-10 13.5 18
15.0
Cave-In at 16.3 feet.

2099
8
20
!Lt 9-8-I1 18.5 19
.

*T.l....l.e .. .0-

F l.i..

- -------------------------
Boring terminated at 20 feet
A C t An 1t 2 0- An
- .._..,,... - ... .." , ju,- .v. a w ,,, i,a -- u.vt,t L116 JV w unvu L v.u., 1-) ID t.u. sampler a total of 1 zs inches to three 6" increments. The sum of
the second and third increments of penetration is termed the standard penetration resistance, N.
BORING LOG
Report No.: 70L-0098
SINCE
PROEHLING & ROBERTSON, INC.
?Q GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
a ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
7881 Date: 1-06-10
client: Charah, Inc.
Project: Asheville Regional Airport - Area 4, Fletcher, NC
Boring No.: B-19 (1 of 1) Det th 20.0' Elev: 2109.2ft t Location: Refer to Boring Location Plan
Type of Boring: HSA/Manual Hammer Started: 1/7/10 Completed: 1/7/10 Driller: Presley Drilling Co.
Elevation Depth DESCRIPTION OF MATERIALS Sample
Blows Sample N Value
(blows/ ft REMARKS
(Classification) feet
21 5 inches o
f Or
a
nic Laden Soil
3
08.6 0.6 _
g
_
_ _ _ _ _ _ - - J
.
1 0
Groundwater was not
ALLUVIUM - Firm to stiff moist reddish brown 4-3-3 6 encountered at the time of
CLAYEY SAND (SC) 2 drilling.
5

5-7-8 3'S 15
5
0
.

2103.2 6.0
: ------------------------
RESIDUUM - Dense to medium dense moist to dry 13-18-20 6.0 38
tannish brown micaceous silty fine SAND (SM) 7
5
.
8
6-16-15 '5 31
10
0
.
10-15-16 13.5 31

15.0
Cave-In at 15.9 feet.
12-11-12 18.5 23
'
2089.2 20.0
Boring terminated at 20 feet
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" U.ll., 1.3 7_)" 11). sampier a total or t Zs mcnes in tnree o" increments. t ne sum of
the second and third increments of penetration is termed the standard penetration resistance, N.
BORING LOG
ReportNo.: 70L-0098
SINCE
FROEHLING & ROBERTSON, INC.
GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
1881 Date: 1-06-10
Client: Charah, Inc.
Project: Asheville Regional Airport -Area 4, Fletcher, NC
Boring No.: B-20-1 (1 of 1) Del th 20.0' Elev: 2072.4ft f Location: Refer to Boring Location Plan
Type of Boring: HSA/Manual Hammer Started: 1/7/10 Completed: 1/7/1 0 Driller: Presley Drilling Co.

Elevation
Depth DESCRIPTION OF MATERIALS *Sample

Blows Sample

Depth N Value

lows/ ft

REMARKS
(Classification) feet
• ,• 2 inches of Organic Laden Soil __-----_-?
Groundwater was not
ALLUVIUM- Soft to stiff moist tannish brown 2-2-2 1.0 4 encountered at the time of
'. CLAYEY SAND (SC) drilling.
2 5

5-6-7 3.5 13

5.0
2066
4 6
0 ------
. . ------------------
RESIDUUM - Loose and medium dense dry to 5-5-7 6.0 12
moist tannish brown and black micaceous silty fine

SAND (SM) 7.5
4-4-5 8.5 9
0
1
.0

5-6-8 13.5 14

15.0
Cave-In at 15.7 feet.

5-4-6 18'5 10
2052
4 20
0
. . .
Boring terminated at 20 feet
'Number of blows required for a 140 Ib hammer dropping 30" to drive 2" U.D., 1.375" 11). sampler a total of 18 inches in three 6" increments. The sum of
the second and third increments of penetration is termed the standard penetration resistance, N.
BORING LOG
Report No.: 70L-0098
SINCE
FROEHLING & ROBERTSON, INC.
GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
1881 Date: 1-06-10
Client: Charah, Inc.
Project: Asheville Regional Airport - Area 4, Fletcher, NC
Boring No.: B-21-1 (1 of 1)
1
Det th 20.0'
Elev: 2087.9ft f
Location: Refer to Boring Location Plan
Type of Boring: HSA/Manual Hammer Started: 1/7/10 Completed: 1/7/10 Driller: Presley Drilling Co.

Elevation
Depth DESCRIPTION OF MATERIALS
(Classification) * Sample
Blows Sample
Depth N Value
(blown ft
REMARKS
2087.4 0.5 6 inches of Organic Laden Soil_ _ _ _ _ _ _ -- J
Groundwater was not
FILL - Very loose to loose moist reddish brown
ry 3-2-2 1.0 4 encountered at the time of
and dark brown silty fine SAND (SM) with trace 2
5 drilling.
fine gravel and trace organic material .

2-1-1 3.5 2

5.0
----
- 0
6
2081.9 6.0 ---------------
--
fine
RESIDUUM- Loose moist tannish brown silty fine 1-1-1 . 2
SAND (SM)
7.5
5
8
2-2-5 . 7
10
0
.

4-4-5 13.5 9
15
0
.
Cave-In at 16 feet.
18
5
3-4-5 . 9

2067.9 20.0
Boring terminated at 20 feet
*Number of blows required for a 140 lb hammer dropping 3u" to drive z° O.D., t.3 n" LD. sampier a total or 16 mcnes in tnree o" increments. i ne sum ui
the second and third increments of penetration is termed the standard penetration resistance, N.
BORING LOG
Report No.: 70L-0098
SINCE
PROEHLING & ROBERTSON, INC.
?O GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
a ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
' e81 Date: 1-06-10
Client: Charah, Inc.
Project: Asheville Regional Airport - Area 4, Fletcher, NC
Boring No.: B-22-1 (1 of 1) Det,, 200 Elev: 2116.5ft f Location: Refer to Boring Location Plan
Type of Boring: HSA/Manual Hammer Started: 1/7/10 Completed: 1/7/10 Driller: Presley Drilling Co.

Elevation
Depth DESCRIPTION OF MATERIALS * Sample
Blows Sample
Depth N Value

(blows/ ft
REMARKS
(Classification) feet
3.5 inches _of Organic _Laden _Soil _ _ _ _ _ _ - _
Groundwater was not
2115.7 0.8 FILL - Loose moist tannish brown sil fine I
I silty 2-3-3 1 0 6 encountered at the time of
' .; (SAND (SW with trace fine gravel
? 2
5 drilling.
' _------
RESIDUUM Very stiff to stiff moist reddish .
3
brown CLAYEY SAND (SC) 7-8-14 .5 22

5.0
6
7-9-10 '0 19

7.5

5-6-6 8'S 12
10
0
.
-
2103.0 13.5 -------------------
----
Medium dense dry tannish brown micaceous silty 9-15-13 13.5 28
fine SAND (SM)
15.0
Cave-In at 15.4 feet.
1
7-7-8 8.5 15
2096
5 20
0
. .
Boring terminated at 20 feet
0
a
A
V
c
C7
ro
rn
0
0
J
0
0
O
.-1
O
Z
W
O
M
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments. The sum of
the second and third increments of penetration is tenned the standard penetration resistance, N.
BORING LOG
Report No.: 70L-0098
SINCE
FROEHLING & ROBERTSON, INC.
?O GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
a ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
1881 Date: 1-06-10
Client: Charah, Inc.
Project: Asheville Regional Airport -Area 4, Fletcher, NC
Boring No.: B-23-1 (1 of 1) Dot,% 20.0' Elev: 2122.6ft f Location: Refer to Boring Location Plan
Type of Boring: HSA/Manual Hammer Started: 1/7/10 Completed: 1/7/10 Driller: Presley Drilling Co.
Elevation Depth DESCRIPTION OF MATERIALS * Sample
Blow Sample N Value REMARKS
(Classification) s (feet) (blows/ ft
3 inches of Organic Laden Soil _ _ _ _ _ _ _ - Gdwater was not
l
2121.1 1.5 FILL - Medium dense moist reddish brown silty 7-7-4 1'0 11 en o
untered at the time of
1 fine SAND (SM) with trace fine gravel and quartz I drilling.
Ifragmen_ts ------------------1 2.5
RESIDUUM- Medium dense to dense moist to dry 4-6-9 3'S 15
red and tannish brown silty fine to medium SAND

(SM) 5.0

6-7-11 6'0 18

7.5
8
8-10-12 .5 22

10.0

7-9-15 13.5 24

15.0
Cave-In at 16.3 feet.
11-19-22 18'5 41
2102
6 20
0
. .
Boring terminated at 20 feet
*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" l.D. sampler a total of IS inches in three 6" increments. The sum of
the second and third increments of penetration is termed the standard penetration resistance, N.
BORING LOG
Report No.: 70L-0098
SINCE
FROEHLING & ROBERTSON, INC.
?O GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
a ENGINEERS - LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
1881 Date: 1-06-10
Client: Charah, Inc.
Project: Asheville Regional Airport - Area 4, Fletcher, NC
Boring No.: B-23 (1 of 1) Total
200
Elev: 2078.8ft f
Location: Refer to Boring Location Plan
Type of Boring: HSA/Manual Hammer Started: 1/5/10 Completed: 1/5/1 0 Driller: Presley Drilling Co.

Elevation
Depth DESCRIPTION OF MATERIALS * Sample
Blows Sample
Depth N Value

(blows/ ft
REMARKS
(Classification) feet
2078.4 0.4 5 inches of Organic Laden Soil _ _ _ _ _ _ - - J
ALLUVIUM- Loose to medium dense moist 3-3-4 1'0 7
reddish brown silty fine to medium SAND (SM)
with quartz fragments 2.5

14-14-9 3'5 23

5.0
2072
8 6
0 ------
. . ------------------
RESIDUUM- Firm to very stiff moist to wet 6-3-4 6.0 7
tannish brown to black micaceous sandy SILT

(ML) 5

4-5-7 8'S 12

10.0
Cave-In at 10.3 feet.
Groundwater was
encountered at 11.5 feet at
the time of drilling.
4-5-7 13.5 12

15.0
18
4-8-10 .5 18
2058
8 20
0
. . .
Boring terminated at 20 feet
mNumber or wows regwrea ror a i 4u in narnmer aroppmg 3u° to artve z- u.L)., 1.3 /Y- I.D. sampler a total of IS inches in three 6" increments. The sum of
the second and third increments of penetration is termed the standard penetration resistance, N.
BORING LOG
Report No.: 70L-0098
SINCE
FROEHLING & ROBERTSON, INC.
CQ GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
I a ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
1881 Date: 1-06-10
client: Charah, Inc.
Project: Asheville Regional Airport - Area 4, Fletcher, NC
Boring No.: B-24 (1 of 1) Total
20.0'
Elev: 2075.4ft f
Location: Refer to Boring Location Plan
Type of Boring: HSA/Manual Hammer Started: 1/5/10 Completed: 1/5/1 0 Driller: Presley Drilling Co.
Elevation Depth DESCRIPTION OF MATERIALS * Sample
Bl DSamle e ph N Value REMARKS
(Classification) ows feet (blows/ ft
• 2 inches of Organic Laden Soil '
ALLUVIUM - Stiff to very stiff moist and wet tan 2-2-2 1'0 4
and grey CLAYEY SAND (SC) with trace fine 2

gravel .5

7-10-14 3.5 24

5.0

8-9-10 6.0 19

7.5
2066
9 8
5
. . ------------------------
RESIDUUM- Medium dense to very dense moist 5-8-8 8.5 16
to wet reddish brown and black fine to medium 0

micaceous silty SAND (SM) 1
.0
12-14-16 13.5 30

15.0 Groundwater was
encountered at 14.8 feet at
the time of drilling.
Cave-In at 16.4 feet.
20-35-36 18'5 71
2055
4 20
0
. . .
Boring terminated at 20 feet
'Number of blows required for a 140 lb hammer dropping 30" to drive 2" U.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments. The sum of
the second and third increments of penetration is termed the standard penetration resistance, N.
BORING LOG
Report No.: 70L-0098
SINCE
FROEHLING & ROBERTSON, INC.
(O GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
,ra ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
1881 Date: 1-06-10
Client: Charah, Inc.
Project: Asheville Regional Airport - Area 4, Fletcher, NC
Boring No.: B-25 (1 of 1) Total 20.0' Elev: 2076.0ft f Location: Refer to Boring Location Plan
Type of Boring: HSA/Manual Hammer Started: 1/6/10 Completed: 1/6/10 Driller: Presley Drilling Co.

Elevation
Depth DESCRIPTION OF MATERIALS * Sample
Blows Sample
D
pt
h N Value
(blows/ ft
REMARKS
(Classification) e
t
(fe
• 2 inches of Organic Laden Soil '
RESIDUUM - Firm to very stiff moist reddish 2-3-4 1.0 7
brown CLAYEY SAND (SC)
2
5
.

6-8-14 3.5 22

5.0
2070
0 6
0 ------------------------ 6
0
. .
Medium dense and loose moist greyish brown 7-11-9 . 20
micaceous silty fine SAND (SM)
7.5

6-10-12 8.5 22

10.0

3-3-6 13.5 9

15.0
Groundwater was
t
d
t 17
t
4 f
4-8-11 18.5 19 encoun
ere
a
.
ee
at
the time of drilling.
2056
0 20
0- *
CaveInat 18 feet-
-
. .
Boring terminated at 20 feet
-ivumoer or oiows requtrea for a 14v in nammer aroppmg su-- to anve z` u.L)., 1 s io" i.1). sampler a total of 16 inches in three 6" increments. The sum of
the second and third increments of penetration is termed the standard penetration resistance, N.
BORING LOG
Report No.: 70L-0098
SINCE
FROEHLING & ROBERTSON, INC.
?O GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
1881 Date: 1-06-10
Client: Charah, Inc.
Project: Asheville Regional Airport - Area 4, Fletcher, NC
Boring No.: B-26 (1 of 1) Depth 200 Elev: 2080.9ft f Location: Refer to Boring Location Plan
Type of Boring: HSA/Manual Hammer Started: 1/5/10 Completed: 1/5/10 Driller: Presley Drilling Co.

Elevation
Depth DESCRIPTION OF MATERIALS * Sample
Blows Sample
pth
D N Value
(blows/ ft
REMARKS
(Classification) e
2080.6 0.3 4 inches of Organic _Laden _Soil
20
9
4 1
5 FILL - Medium dense moist
re
ish brown fine 7-8-10 1.0 18
7
. . g
y
:. ,silty SAND (SM) with trace fine gravel
J
2
5
• - _ - -
RESIDUUM - Loose to medium dense moist to wet .
tannish brown micaceous silty fineSAND (SM) 5-7-8 3.5 15

5.0
6
3-4-5 .0 9

7.5
8
5
4-5-8 . 13
10
0
.

4-3-6 13.5 9

15.0
Cave-In at 16 feet.
Groundwater was
encountered at 17 feet at the
11-10-15 18'5 25 time of drilling.

2060.9 20.0 .
Boring terminated at 20 feet
*Number of blows required for a 140 Ib hammer dropping 30" to drive 2" u.D., r .3 n" LD. sampler a total of i8 inches m three b.. increments. i ne sum of
the second and third increments of penetration is termed the standard penetration resistance, N.
SINCE
1861
APPENDIX "IV"
Lab Test Data
CBR (California Bearing Ratio) Data
Charah, Inc. Asheville Regional Airport-Area 4
F&R Project No.: 7OL-0098 January 19, 2010
r

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U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 1 3/4 1/2 3 4 6 81014 16 20 30 40 50 60 100140200 :ul
100

95
90

85
80

75

70
65
I-
60
di
55
>-
m
w 50
z
LL
45
I-
z
w
0 40
0
w
a
35

30

25

20

15

10

5

0
100 10 1 0.1 0.01 0.0 01
GRAIN SIZE IN MILLIMETERS

Boring No. Depth Classification LL PL PI Cc Cu
• B-06 at 13.5 to 15 SILTY SAND (SM) NP NP NP
at
at
at
at
0
Boring No. Depth
13100
D60
D30
D10
%Gravel
%Sand
%Silt
%Clay
0 B-06 at 13.5 to 15 9.52 0.209 1.7 55.0 43.4
at
ca
at
a

a at
at
J SINCE GRAIN SIZE DISTRI BUTION

FROEHLING & ROBERTSON, INC. Report No.: 70L-0098
N GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
?
Client:
Charah
Inc.
z ( ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE" ,
Project:
Asheville Regional Airport -Area 4
® Location: Fletcher, NC
1861 Date: 1-11-10
COBBLES GRAVEL SAND
coarse
.
fine
coarse medium fine SILT OR CLAY
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 1 3/4 1/2 3 4 6 810 1416 20 30 40 50 60 100140200
100
95

90

85

80

75

70

65

60
w
55
>-
m
W 50
z
u-
45
z
w
40

w
0
35

30

25

20

15

10

5

0
100 10 1 0.1 0.01 0.0 01
GRAIN SIZE IN MILLIMETERS

Boring No. Depth Classification LL PL PI Cc Cu
• B-09 at 3.5 to 5 SANDY LEAN CLAY (CL) 31 18 13
at
at
at
at
Boring No. Depth D100 D60 D30 D10 %Gravel %Sand %Sil t %Clay
0
a
0
B-09 at 3.5 to 5
9.52
0.096
1.0
46.6
52.4
h at
0
at
a

c at
,
a
at
a SINCE GRAIN SIZE DISTRI BUTION

FROEHLING & ROBERTSON, INC.
C Report No.: 70L-0098
& GEOTECHNICAL • ENVIRONMENTAL • MATERIALS Client: Charah, Inc.
z

1r ENGINEERS LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"

Project: Asheville Regional Airport - Area 4
Location: Fletcher, NC
1881 Date: 1-07-10
S GRAVEL SAND S
COBBLE coarse
fine
coarse medium fine ILT OR CLAY
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 1 3/4 1/23/8 3 6 810 1416 20 30 40 50 60 100140200
100
95

90

85

80

75

70

65

60
w
55
>-
m
w 50
z
LL
45
z
w
40

w
a
35

30

25

20

15

10

5

0
100 10 1 0.1 0.01 0.0 01
GRAIN SIZE IN MILLIMETERS

Boring No. Depth Classification LL PL PI Cc Cu
• B-12 at 3.5 to 5 ELASTIC SILT with SAND (MH) 56 NP NP
at
at
at
at

0 Boring No. Depth D100 D60 D30 D10 %Gravel %Sand -/.silt -'/.Clay
a 0 B-12 at 3.5 to 5 4.76 0.0 25.4 74.6
H at
0
at
a

a at
o6 at
°q SINCE GRAIN SIZE DISTRI BUTION
w
FROEHLING & ROBERTSON, INC. Report No.: 70L-0098
GEOTECHNICAL • ENVIRONMENTAL • MATERIALS Client: Charah
Inc.
z ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE" ,
Project: Asheville Regional Airport - Area 4
® Location: Fletcher, NC
1881 Date: 1-07-10
COBBLES GRAVEL SAND
coarse
fine
coarse
medium fine SILT OR CLAY
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 1 3/4 1/2 3 4 6 810 1416 20 30 40 50 60 100140200
100
95

90

85

80

75

70

65
F-
1?
60
w
55
>-
m
Z 50

5=
45
z
w
40

w
a.
35

30

25

20 - - -

15

10

5

0
100 10 1 0.1 0.01 0.0 01
GRAIN SIZE IN MILLIMETERS

Boring No. Depth Classification LL PL PI Cc Cu
• B-14 at 6.0 to 7.5 SILTY SAND (SM) NP NP NP
at
at
at
at
Boring No. Depth D100 D60 D30 D10 %Gravel %Sand %Sil t %Clay
0
0
B-14 at 6.0 to 7.5
9.52
0.532
0.7
58.9
40.4
at
A
at
z

a at
at
J SINCE GRAIN SIZE DISTRI BUTION

FROEHLING & ROBERTSON, INC. Report No.: 70L-0098
GEOTECHNICAL • ENVIRONMENTAL • MATERIALS Client: Charah, Inc.
z
"OVER ONE ENGINEERS • HUNDRED YEARS OF LABORATORIES SERVICE"
Project: Asheville Regional Airport - Area 4
Location: Fletcher, NC
Date: 1-07-10
GRAVEL SAND
COBBLES
fine
coarse
coarse medium fine SILT OR CLAY
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 1 3/4 1/23/8 3 4 6 810 1416 20 30 40 50 60 100140200
100
95

90

85

80

75

70

65 - -

60 - -
w
55
>-
in
w 50
z
LL
F- 45 -
z
w
0 40 - -
0
w
a
35

30

25

20

15

10

5

0 -
100 10 1 0.1 0.01 0.0 01
GRAIN SIZE IN MILLIMETERS

Boring No. Depth Classification LL PL PI Cc Cu
• B-20-1 at 8.5 to 10 SILTY SAND (SM) NP NP NP
at
at
at
at

0 Boring No. Depth D100 D60 D30 D10 %Gravel %Sand %Sil t %Clay
y 0 B-20-1 at 8.5 to 10 2 0.132 0.0 50.3 49.7
at
A
at
a

a at
at
Q SINCE GRAIN SIZE DISTRI BUTION
W

? FROEHLING & ROBERTSON, INC. Report No.: 70L-0098
?
- GEOTECHNICAL - ENVIRONMENTAL - MATERIALS
&
Client:
Charah
Inc
z ENGINEERS - LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE" , Asheville
. Regional
Project:
Airport - Area 4
® Location: Fletcher, NC
1881 Date: 1-11-10
COBBLES GRAVEL SAND
coarse
fine
coarse medium fine SILT OR CLAY
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 1 314 U23/8 3 4 6 810 1416 20 30 40 50 60 100140200
100

95
90

85

80

75

70

65

60
w
-
-
-
>- 55
m

w 50
z
v_
1- 45
z
w

40
w
a
35

30

25

20

15

10

5
0
100 10 1 0.1 0.01 0.0 01
GRAIN SIZE IN MILLIMETERS

Boring No. Depth Classification LL PL PI Cc Cu
• B-13 at 3.0 to 8 SILTY SAND (SMI) NP NP NP
at
at
at
at
Boring No. Depth D100 D60 D30 D10 %Gravel %Sand %Sil t -/.Clay
0 B-13 at 3.0 to 8 12.7 0.184 2.6 53.2 44.3
at
A
a

at
w
at
a
at
a SINCE GRAIN SIZE DISTRI BUTION

FROEHLING & ROBERTSON, INC. Report No.: 70L-0098
Ce GEOTECHNICAL • ENVIRONMENTAL • MATERIALS Client: Charah, Inc.
z

1rjv?- ENGINEERS LABORATORIES
"

Project: Asheville Regional Airport - Area 4
,OVER ONE HUNDRED YEARS OF SERVICE Location: Fletcher, NC
1881 Date: 1-08-10

GRAVEL SAND SILT OR CLAY
COBBLES coarse fine coarse medium fine
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER
A O U7 Z a in 1a an an inn )An
100
95
90
85
80
75
70
65
F-
'60
w
>- 55
m
Ir
w 50
Z
LL
1-- 45
z
w
1040
w
a.
35
30
25
20
15
10
5
n
GRAIN SIZE IN MILLIMETERS
COBBLES GRAVEL SAND

coarse fine
coarse medium fine SILT OR CLAY

Boring No. Depth Classification LL PL PI Cc Cu
• B-05 at 1.0 to 10 SANDY ELASTIC SILT (MH) 52 NP NP
at
at
at
at
Boring No. Depth D100 D60 D30 D10 %Gravel %Sand %Silt %Clay
0
0
B-05 at 1.0 to 10
9.52
0.082
2.2
39.1
58.7

0 at
a
at
d1d
w
0
at
.61 1 at
j SINCE GRAIN SIZE DISTRI BUTION
0
W FROEHLING & ROBERTSON, INC.
C Report No.: 70L-0098
N ? GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
r Client: Charah
Inc

z
I
ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"

Project: ,
.
Asheville Regional Airport -Area 4
Location: Fletcher, NC
1881 Date: 1-08-10
•- • Robertso n,
California Bearing Ra tio
Project Information
Project Name: ARA - Area 4 Client: Charah, Inc.
F&R Project No.: 70L-0098 Date Tested: 1/18/2010
Load Penetration Curve
300.0
250.0

d
-200.0
O Specimen A
N
OT 150.0 o <;
:
a os°
Specimen B
d 100.0
2
0
U.

` X
o
s.
50.0

.o.
0.0
0.000 0.050 0.100 0.150 0.200 0.250 0.300 0.350 0.400 0.450
Penetration (in)
CBR Results
0.1 in Pen. Soaked
5.2 1.8
0.2 in Pen. 7.6 2.5
Rem. Moisture % 15.8 15.3
Rem. Dens % 99.9 93.9
Final Moisture % 18.1 21.7
Surcharge (Ibs) 15.00 15.04
Sam
le In
formation
Sample p
Sample '. U SCS Maximum Dry Optimum
No. Description Swell Class Density (p cf) Moisture
,
1-A Brown silty SAND 2.88 SM 110.9 15.5
1-B Brown silty SAND 3.23 SM 110.9 15.5

ARA - Area 4
F&R Project No. 70L-0098
CBR vs. % of Maximum Dry Density
Density Curve
8.0
7.0
6.0 /
x 5.0
M
4.0 _
3.0
2.0
1.0
0.0
90.0 91.0 92.0 93.0 94.0 95.0 96.0 97.0 98.0 99.0 100.0
% of Maximum Dry Density
Material: Brown silty SAND (SM)
CBR at 99.9% of Maximum Dry Density: 7.6
CBR at 93.9% of Maximum Dry Density: 2.5
Maximum Dry Density: 110.9 (pcf)
Optimum Moisture: 15.5 (%)
COMPACTION TEST REPORT
115

0
110

105
U
Q
J+
C
N
T
i
0
100

95

90
5 10 15 20 25 30 35
Water content, %
Test specification: ASTM D 1557-00 Method A Modified
Elev/ Classification Nat. % > % <
Depth USCS AASHTO Moist. SpG. LL PI #4 No.200
Bulk SM A-4 30.4 NP NP 2.6 31.7
TEST RESULTS MATERIAL DESCRIPTION
Maximum dry density = 110.9 pcf

Optimum moisture = 15.5 %
Brown Silty SAND (SM)
Project No. 70L-0098 Client: Charah Inc.
Project: ARA Area 4

o Depth: Bulk Sample Number: Sample #1 Remarks:
Sample #1
B-13 (3-8')
1-18-10
FROEHLING & ROBERTSON, INC.
Figure
Tested By:
•- • Robertson,
California Bearing Ratio
Project Information
Project Name: ARA - Area 4 Client: Charah, Inc.
F&R Project No.: 70L-0098 Date Tested: 1/18/2010
Load Penetration Curve
400.0
350.0
='
300.0 o
a-
_ b„
250.0
Q
- o- Specimen A
d
200.0
A:=

0-
'0 150.0 -o Specimen B
d
L
Li 100.0
50.0
s
,k
0.0
0.000 0.050 0.100 0.150 0.200 0.250 0.300 0.350 0.400 0.450
Penetration (in)
CBR Results
0.1, in Pen. Soaked
14.9 5.3
0.2 in Pen. 15.7 5.8
Rem. Moisture % 17.4 17.4
Rem. Dens % 98.3 90.5
Final Moisture % 18.7 22.3
Surcharge (lbs) 15.00 15.08
Sam
le In
formation
Sample Sam p
ple
% USCS
Maximum Dry optimum
• Descri ption Density (pcf) Moisture
,
2-A Brown sand E LASTIC SILT 0.20 MH 112.4 17.5
2-B Brown sand ELASTIC SILT 0.92 MH 112.4 17.5

ARA - Area 4
F&R Project No. 70L-0098
CBR vs. % of Maximum Dry Density
18.0
16.0
14.0
12.0
C4
U 10.0
8.0
6.0
4.0
2.0
0.0
Density Curve
90.0 91.0 92.0 93.0 94.0 95.0 96.0 97.0 98.0 99.0 100.0
% of Maximum Dry Density
Material: Brown sandy ELASTIC SILT (MH)
CBR at 98.3% of Maximum Dry Density: 15.7
CBR at 90.5% of Maximum Dry Density: 5.8
Maximum Dry Density: 112.4 (pcf)
Optimum Moisture: 17.5 (%)
COMPACTION TEST REPORT
115

112
5 1
.

110
U
Q
T
U)
c
a>

i
0
107
5
.

105

102.5
15 16.5 18 19.5 21 22.5 24
Water content, %
Test specification: ASTM D 1557-00 Method A Modified
Elev/ Classification Nat. % >
Depth USCS AASHTO Moist. SPG. LL #4 No.200
Bulk MH A-5 26.0 52 ]NP 2.2 58.7
TEST RESULTS MATERIAL DESCRIPTION
Maximum dry density = 112.4 pcf
Optimum moisture = 17.5 % Brown Sandy Elastic SILT (MH)
Project No. 70L-0098 Client: Charah Inc.
Project: ARA Area 4

o Depth: Bulk Sample Number: Sample #2 Remarks:
Sample #2
B-5 (1-10')
1-18-10
FROEHLING & ROBERTSON, INC.
Figure
Tested By: